IFORNIA          LIBRARY   OF   THE    UNIVERSITY   OF   CALIFORNIA 


FORNIA          LIBRARY   OF   THE    UNIVERSITY   OF   CALIFORNIA 


THE   UNIVERSITY  OF   CALIFORNIA 


QJ. 
LIBRARY   OF  THE   UN 


THE   UNIVERSITY  OF   CAUF8RNU 


QJ. 
LIBRARY   OF  THE   UN 


RNIf 


POCKET  COMPANION, 


CONTAINING 


USEFUL  INFORMATION  AND  TABLES, 


APPERTAINING  TO  THE  USE  OF 

STEEL, 

AS  MANUFACTURED  BY        ;    '  .     •'      , 

The  Carnegie  Steel  Company,  Limited, 

PITTSBURG,   PA. 


FOR  ENGINEERS,  ARCHITECTS  AND  BUILDERS. 


EDITED  BY  F.  H.  KINDL,  C.  E. 


I  8Q3. 


Entered  according  to  Act  of  Congress,  in  the  year  1893,  by 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED, 
In  the  Office  of  the  Librarian  of  Congress,  at  Washington. 


ARCHITECT  - 


STEVENSON   &   FOSTER, 

PRINTERS,  ENGRAVERS  AND  ELECTROTYPERS, 
WOOD  ST.,  PITTSBURG,  PA. 


ZPZSXCE,  $2.00. 


THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 


EDITION  OF  1893. 

The  feature  of  this  edition  is  the  elimination  of  all  data 
relative  to  iron  sections.  Certain  changes  have  also  been  made 
in  the  dimensions  of  Channels,  for  details  of  which  see  Litho- 
graphs. 

Our  product  hereafter  will  be  exclusively  steel. 

In  all  respects  the  present  edition  will  be  found  to  com- 
pare favorably  with  its  predecessors. 


572684 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


GENERAL  NOTES. 

The  flanges  of  both  I-beams  and  Channels  have  now  a  slope 
of  15  per  cent. 

The  manner  in  which  the  weight  of  various  sections  is  increased 
is  illustrated  on  page  58,  Figures  1,  2,  3,  4  and  5. 

For  Channels  and  I-beams  the  enlargement  of  the  section 
adds  an  equal  amount  to  the  thickness  of  web  and  the  width  of 
the  flanges. 

The  effect  on  angles  of  spreading  the  rolls  is  to  slightly  increase 
the  length  of  the  legs.  Most  of  the  sizes,  however,  are  rolled  in 
finishing  grooves,  whereby  the  exact  dimensions  are  maintained 
for  different  thicknesses.  These  are  indicated  in  the  lithograph 
plates  of  angles.  Z-bars  are  increased  in  thickness  in  the  same 
manner  as  angles. 

I-beams,  Channels,  Deck  Beams,  Angles  and  Z-bars  can  be 
rolled  to  any  weight  intermediate  between  those  given.  Lith- 
ographed sections  shown  correspond  only  to  the  minimum  weight. 
Channels  having  but  one  weight  specified  can  be  rolled  only  as 
shown.  T-shapes  do  not  admit  of  any  variation,  and  can  be  rolled 
only  to  the  weights  given.  All  weights  given  are  per  lineal 
foot  of  the  section. 

A  recapitulation  of  all  rolled  shapes,  with  their  minimum  and 
maximum  weights  per  foot,  is  given  on  pages  32  to  46,  inclusive. 

In  ordering  designate  weight  or  thickness  wanted,  but  not  both. 

Quicker  deliveries  can  be  made  by  ordering  standard  weights, 
i.  e.,  those  indicated  in  the  lithographs. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SHE 


MANUFACTURED  BY 


THE  CARNEGIE  STEEL  COMPANY,  LIMITED, 

PITTSBURG,    PA. 


THE    CABNEGIB    STEEL    COMPANY,  LIMITED. 


B.  1. 

24" — 80,  85,  yo,  95  and  100  Ibs. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


BEAMS. 


7.00^ 


f—  - 6:25" 


B.3. 

20"— 80,  85,  90,  95  and 
100  Ibs. 


B  3. 

>" — 64,  66%,  70 
and  75  Ibs. 


t---2,875''—  *i 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


r 

BEAMS. 

\i5"—  41  and  45  Ibs.                                           / 
M.-O 

! 

T0.40''                                                                   0.78" 

• 

/            *  1 

3 

r                   ! 

0.40- 

n                  B,                  I 

1                                           15"—  50  and  55  Ibs.                                       / 

V                                          •              11*17 

.i 
y 

0.45"                                                                  0.96" 

i 

r 

u  "       1 

n          "          n 

\                               15"—  60,  66%,  70  and  75  Ibs.                               1 

V                                                  °-62"I7 

/ 

T'0.54" 

f                                        »>                                          } 

; 

- 

0.73" 

n        B4-        n 

\                           15"  —  80,  85,  90,  95  and  100  Ibs. 

V                                                -17 

| 

—  i1 

o.fr" 

r                         ^' 

i  u 

-i 

0.8*"'' 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


BEAMS. 
B  13. 

g" — 21.0  to  30.0  Ibs. 


B  11. 

10" — 25.0  and  30.0  Ibs. 


-10'-'- 


B  1O. 

10"  —  33.0,  35.0  and  40.0  Ibs. 


10'-' 


B  9. 

12" — 32.0  and  36.0  Ibs, 


12'-'- 


B  8. 

12" — 40,  45,  50  and  56%  Ibs. 


-12'-'- 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


BEAMS. 

B  77. 
3" — 6.0  to  7.0  Ibs. 


2 

"H"~"v 

B  23. 

4" — 7.0  to  10.0  Ibs. 

°-'^_JT 
oDC'T 

T, 
olso 

^  B  21.          n 

\  5"— 10.0  to  15.0  Ibs.' 

\ 0.22"  / 

— 44 " 

^ 

y 

0/23' 

^  B  19.  /• 

\      6"— 13.0  to  18.0  Ibs.    / 

|       \  »™"  I, 

$     r~             ^^ 
f-      -6"- tT 

o.Vs  " 

^"n  B17.  ,^ 

7" — 15.0  to  20.0  Ibs. 

j 

/  '  c^FT^ 

J7"""'"", 

0.25 

^^^^ 

B15. 

' — 18.0  to  25.0  Ibs. 

a 

8"' 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


DECK    BEAMS. 


BIOS. 

6"— 15.3  to  18.36  Ibs."; 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED 


BULB  ANGLES. 


* 


. 

V        '     ^?K     B137.     ^ 


B  136. 


I 


r-vrxx  B  135. 

:->,,,.  6"-, 


-6" 


B  134. 


-6" 


B  133. 

7"— 18.25  lt>s. 


B  133. 

8"-i9.23lbs. 


-8"- 


B  131. 

9"— 21.8  Ibs. 


r 


B  130. 

10"— 26.5'lbs. 


^^     i 


W- 


THE    CARNEGIE    STEEL,   COMPANY,  LIMITED. 


CHANNELS. 


C    4. 
9" — 14.0  to  25.0  Ibs. 


0,28 


-9"- 


C    3. 

10" — 16.5  to  33.0  Ibs. 


-40" 


C    3. 

12" — 20.0  to  44.0  Ibs. 


C    30. 

—31-5  to  53 


C    1. 

15" — 33.o  to  55.0  Ibs. 


--15"- 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


CHANNELS. 


fn    c  ?2 

3"-5-° 
6.0  Ibs. 


hO 

^Mi.T 


"— 5-5  to  8.0  Ibs./    |     "• 

" 


rr\    c  8.    fr 

£.        I      s"-6.5  to  12.0  Ibs.     /  I      2 

V    I  v.       o.i7^       °-^5'b!0.-4?!'.[r 


rr\     « ,     h 

\  6"— 8.0  to  16.0  Ibs.    n   I  \     *-. 

V 0.19S"  Q.29^/0.47"1? 


I 


C    6. 

7"— 9.5  to  20.0  Ibs. 


0.25'' 


C    5. 

8"—  ir.o  to  22.clbs. 


--8''- 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


CAR  TRUCK  CHANNELS. 

EQUAL  AND  UNEQUAL    FLANGES. 


.so" 

i 

^^0.50 

C    106. 

xo1/^"  —  26.5  Ibs. 

1 

o.so|T.( 

0.50" 

"  H.50" 

O.SO' 

Is* 


0.375'' 


••»  C  103. 

Sj  zo1^" — 20.0  Ibs. 


S       7* 

C*>  ! 


0.375* 


C    54. 

12" — 21.33  to  30.0  Ibs. 


fl 


c    ao. 

13" — 31.5  to  52.0  Ibs. 


10 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


2    BARS. 


L>3/is"       i«"     1 

['/is"'      V'      : 

U       sy"    J/1'6^ 

j. 

IS 

Z   1. 

15.6  to  21.0  Ibs.                          tb 

w 

z  a. 

22.7  to  28.0  Ibs. 

V' 

Sp* 

,j 

—  ;%»    VIB-TJ 

gV      il.         3/16"ll 

^•3'iH"         ;?V 


Z   3. 

29.3  to  34.6  Ibs. 


Z   4, 

,  1 1. 6  to  16.4  Ibs. 


5/ie" 


Z    5. 

17.81022.6  Ibs. 


Z  6. 

23.71028.3  Ibs. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


t- 


Z  BARS, 

m 


7  7. 
3.2  to  12.4  Ibs,. 


Z  9. 

18.9  to  22.9  Ibs. 


Z  8. 

13.8  to  17.9  Ibs. 


-"-"-•f 

r 

% 

,/    ,        Z  10. 

¥ 

6.7  to  8.4  Ibs. 

J 

G                    3/,6' 

I.. 

"M"         "X 

Z  11. 

9.7  to  11.4  Ibs. 


12.5  to  14.2  Ibr-, 


12 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SPECIAL    Z    BARS. 


Z  13. 

6"—  i4.5.Ibs. 


Z  16. 

3" — 10.0  Ibs. 


Z   14. 


•* 3"- 


Z   15. 

4"-' i.i  Ibs. 


'-*—  2Y2'J— 


Z  17. 

3"— 8.4  Ibs. 


Z    19. 

34"— 4.5  Ibs. 


Z   18. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES  WITH  EQUAL  LEGS. 


A   77. 

12.3  to  16.2  Ibs. 


14 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES    WITH     EQUAL    LEGS 


A  20. 

17.1  to  19. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES  WITH  EQUAL  LEGS. 


A  48. 

5.9  to  7.7  Ibs-Av' 
$«T 


A  76. 

A  65.  ,'N,  ••  \         i  ^  to  i  7  Ibs.  i^x'*^ 

,1  to  2.8  ibs.  ,\v'  /\  -r#  #&&&* 

^ 


A  77.          ,o- 

A  67.  XS..-N       0-9tol-3lbs-,_  . 

A  50.          /*V**v  2'9 1° 3'4  lbs'  v|t  /K^.  '^MV** 

4.Tto5.9lhs...xV'    /\    W  *•     yO*>VN  ^ 

;.^>V^\\-^r  N<>4    ^C, 

A  78. 
1.5  ibs. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES  WITH  UNEQUAL  LEGS. 


A  154. 

24.9  to  32.3  Ibs. 


A  157. 

it/.o  to  24.9  Ibs.      /' 


A  159. 

15.0  to  19.0  Ibs. 


A  163. 

23.6  to  27.2  Ibs 


A  16G. 

16.2  to  23.6  Ibs 


A  168.  x\ 

12.3  to  16.2  Ibs. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES  WITH  UNEQUAL  LEGS. 


A  171. 

22.3  to  25.7  Ibs.          *A 


A  175. 

15.3  to  22.3  Ibs. 


A  177. 

11.7  to  15.3  Ibs. 


A  181. 

19.5  to  24.2  Ibs. 


A  184. 

14-5  to  19.5  Ibs. 


A  186. 

' 1. o  to  1 4.5  Ibs.    , 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES    WITH 

UNEQUAL 

LEGS. 


A  806. 

\     15.9  to  18.5  Ibs 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES  WITH  UNEQUAL  LEGS. 


2O 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ANGLES  WITH  UNEQUAL  LEGS. 


A  268. 

3.7  to  4.5  Ibs.        '• 


y 


21 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


SQUARE    ROOT    ANGLES. 


22 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SQUARE    ROOT    ANGLES. 


A  409. 


A  404.        ,/".  ,*•> 
1.8  Ibs. 


A  405.     ^^X*y 
0.9  Ib. 


A  411. 

0.8  Ib. 


A  406. 

1.7  Ibs.    e* 


A  «98. 


A  414.     ,t» 

0.8  Ib.     ?! 


A  899. 


A  4O1. 

2.0  Ibs. 


A  430. 

I'1  lbs" 


A  41  6. 


23 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SPECIAL     ANGLES, 


COVER         ANGLES. 


OBTUSE        ANGLES. 


A  453. 

12.4  to  14.4  lbs.vv' 


A  454.      Nv' 

10.4  to  42.4  Ibs.' 


A  457. 

8.5  to  10. i  Ibs.iV 


A  45-9. 

6.8  to  8.5  Ibs.     A 


A  4?1. 

3-5  Ibs. 


HALF        TEES. 


A  4*6.  A 

4.6  Ibs.          «PJ 


24 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


TEES   WITH    EQUAL    LEGS. 


T  1. 

13-7  lb; 


,T  3. 

10.9  Ibs. 


«'l 


"/.«?" 

P* 


T  3. 

Ji.7  Ibs. 


*•" 


T  4. 

^  9.2  Ibs. 


"'-, 
^ 
H1 


T  6. 

10.0  Tbs. 


.^- 


A.JI 

•S3- 


T  9. 

6.6  Ibs. 


y»?5 

---•214' 

Vie'l'tZS^ 

T  13.   '*" 

4.9  Ibs. 


H»-* 
...g// 


> 


^r  *e 


T  7. 

9.1  Ibs. 


T  10. 

6.4  Ibs. 


,...y 

9 


!* 2i^—  --> 


-1  Ibs. 

,'y 


T  5. 
6.8  Ibs. 


T  8. 

7.8  Ibs. 


J*"^ 

V 


T  11. 

5-5  Ibs. 


r-----2"---' 


25 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


TEES  WITH   EQUAL  LEGS. 


t  15. 

3-7  Ibs. 
-2"- • 


T  19. 

2.04  Ibs. 


T  81. 

1.23  Ibs. 


3/ld" 


T  33. 

0.87  Ib. 


SPECIAL    TEES. 

HAND     RAILS. 


RAIL. 


26 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


TEES  WITH    UNEQUAL   LEGS. 


T  54. 

:xo  Ibs. 


s" 


•Vie" 


-4*- 


T  57. 

15. 6  Ibs. 


27 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


TEES   WITH    UNEQUAL   LEGS. 


,T  58. 

12.0  Ibs. 


T  60. 

11.4  Ibs. 


H" 


""LL^3S^ 


T  62, 

8.6  Ibs. 


T  G4. 

7-9  Ibs. 


T  5.9. 

.14.6  Ibs. 


•  yfl? 


T  61. 
9-3  Ibs. 


.4'.'. 


T  63. 

7-3  Ibs. 


Also  rolled  5.8  Ibs. 


,  '/16  I  1 

T  65. 

6.6 


r  65.      •    I     j 

.6ib,        r 

LJ i 


28 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


TEES   WITH    UNEQUAL    LEGS. 


SH' 

T  66.    1 

12.8  Ibs. 


T  67. 

9.9  Ibs. 


T  68. 

11.73  Ibs 


LJ 


U-.'-'y 

N 


T  69. 

10.9  Ibs. 


T  72, 

u.8  Ibs. 


T  75. 

10.9  Ibs. 


T  70. 

8.5  Ibs. 


T  73. 

10.6  Ibs. 


-3"- 


T  76. 

9.8  Ibs. 


> 


T  71. 

7.8  Ibs. 


T  74. 

9-3  Ibs. 


L 


-3" 


77. 
Ibs. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


TEES   WITH    UNEQUAL   LEGS, 

;            **              :         .     : 

T  *8.               ^                      T  ?9. 

7.2  Jbs.                cs                        6.1  Ibs. 

V 

tf" 

<*  234«  *                    <  2 

in^-4  —  J       ^^-^^l^SvP 

•      1                            yw"j 

^                    T-80.                    ^ 

Si                     7.4  Ibs. 

|..J                                         ^*" 

V.' 

\y-u-  >                        f-  -2V77-  *> 

^.L^vy----3        *  ;J  W 

T  81.                    ^!                     T  8«. 

6.6  Ibs;                                                7.2  ibs. 

:<-?^ 
p--2^r-"*                   r.p^? 

:  "  1        5/iai!Li  S^J-J 

Vief7"                                       K'^HT 
T  88. 

^                      6'llbs- 
*"                                           ^ 

y-;-°|            ,,  i*-—^"-—  -i 

T  8«.        g|  |f 

s,               2.9  ibs.      LJ...T1 
?                          ^''" 

:^:" 

'^T^:                    T  8.9.       n  H? 
,  i.-j'                      1.94  ibs.       li-.y 

V'                                           ^'( 
^•-*                          ,     r-^H 

V'       T-J                                         3/16f'T~7/82L'J       O 

T  9«.1C     |  * 
1|:J                            1-73  Ibs.      J  T 

«                                                      ^e" 
•*«-'-'-*.                                      „  .«-i-'-», 

I-TCJ                      xt-.a^ca 

.farm 

^.,,            ...»  Ite. 

*"{.IW"  _U        5K:t  H 
j^ny*1;                   H"  *  j 

T  84.                 ^                    T  85. 

6.7  Ibs.                   ^>                      5.8  Ibs. 

i-.-i^ 
V' 
„  2"  »                              •»---! 

^-L^rrj             H'tll 

SB:    |f          «™ 

kx" 

K-I^--*                            (|    r-1 

T^^ST?       xViP 

.3.0  Ibs.                                           2.24  Ibs. 

i~JV 

„  "-—  IH'---^                                V-  -, 
V«c™fc3d                    3/16^t;iT 

T9«.^%fC                        T94.^ 
1.33  Ibs.         |J  T1                           i-33  lbs< 

H" 


3O 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 
PLATES. 

TROUGH    PLATE. 


,.,     «,n  CORRUGATED  PLATES. 

i*JL«    oU« 

8.1   to  12.0  Ibs.  ___ r—- -J*" 


CHECKERED  PLATE. 
M.  51. 

Weight  per  sq.  foot  13-8  to  2r-4  Ibs. 
'  "  "Maximum  width  34''* 


31 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SIZES  OP  C^-RNEGIE  BARS. 

All  dimensions  given  are  in  inches. 
H  ROUNDS.  fl 

|  SQUARES.  | 

1A»  W*  *A»  !^»  *A»  *#,  He-,  W»  HI,  *#i  Hi  2>  2M 

£&  HALF-ROUNDS.  £ 

*/    7/    1    1  i/    1 1/    1V   1  •?/   9   9i/   91/  ^   4.V 

74  >  /8  >  i  >  *  /8  >  *  74  »  i/2 '   l  A  >  6>  */*  »  */i '     '     /2 * 

^fg^  OVALS. 

CRD  ROUND  EDGE  FLATS. 


FLATS. 


Width.       Thickness.       Width.      Thickness.      Width.      Thickness. 


to    # 
to    ^ 

to    if 
to  1 
to  lj£ 
to  1^ 
to  \\L 


A  to 


2 

2X 
2% 

2% 


3 

3% 


X  to 

A  jo 

£to 

'/  to 


4 

5  3 

6  2 

7X 


to  2 
to  2 


Xto2 
X  to  2 


32 


1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

EXTREME  LENGTHS  IN  INCHES 

OP  RECTANGULAR   PLATES   ROLLED   BY 

THE  CARNEGIE  STEEL  CO.,  LIMITED. 

Thickness, 
in  Inchss. 

114  In. 
Wide. 

108  In. 
Wide. 

105  In. 
Wide. 

100  In. 
Wide. 

98  In. 
Wide. 

90  In. 
Wide. 

84  In. 
Wide. 

80  In. 
Wide. 

K 

120 

150 

180 

200 

225 

245 

5 

130 

160 

200 

210 

225 

250 

275 

^| 

140 

170 

200 

260 

310 

330 

360 

380 

JL 

160 

200 

230 

245 

310 

340 

380 

400 

% 

170 

200 

220 

240 

290 

330 

360 

370 

9 

170 

190 

210 

230 

270 

290 

340 

360 

$1 

160 

180 

200 

220 

240 

260 

300 

310 

IJ 

160 

180 

190 

200 

220 

240 

260 

280 

* 

160 

180 

190 

200 

210 

220 

250 

280 

150 

170 

180 

190 

200 

215 

245 

260 

7/& 

140 

160 

170 

180 

190 

205 

220 

230 

1 

130 

150 

160 

170 

180 

195 

215 

230 

\y^ 

120 

140 

145 

150 

160 

175 

190 

210 

\yi 

110 

120 

125 

140 

145 

155 

175 

185 

J-i 

76  In. 

72  In. 

68  In. 

64  In. 

56  In. 

48  In. 

36  In. 

24  In. 

B.s 

Wide. 

Wide. 

Wide. 

Wide. 

Wide. 

Wide. 

Wide. 

Wide. 

X 

260 

275 

290 

310 

365 

430 

500 

500 

T^ 

300 

320 

360 

400 

460 

500 

550 

600 

)! 

400 

420 

440 

460 

500 

570 

600 

600 

1 

420 
390 

430 
410 

450 
450 

480 
480 

530 
520 

570 
570 

600 
600 

600 
600 

370 

390 

420 

450 

500 

570 

600 

600 

^ 

330 

350 

370 

400 

480 

530 

600 

600 

ii 

310 

330 

350 

380 

430 

500 

600 

600 

2^ 

300 

320 

340 

360 

410 

480 

540 

600 

ft 

280 

300 

320 

340 

380 

450 

540 

600 

8 

260 

270 

300 

320 

360 

430 

540 

600 

i 

240 

250 

270 

290 

330 

380 

500 

540 

1  1^ 

220 

230 

240 

260 

300 

350 

440 

500 

1/4 

195 

205 

215 

230 

265 

310 

400 

500 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

MIN 

Section 
Indei. 

IMUM  AND   MAXIMUM  'WEIGHTS  AND 
DIMENSIONS  OP  CARNEGIE 
I   BEAMS. 

Depth 
of 
Beam, 
in 
inches. 

Weight  per  foot 

Flange 
width. 

¥eb 
thickness. 

Increase  of 
web  and 
flanges  for 
each  Ib.  in- 
crease of 
weight. 

J! 

Min. 

Max. 

Min. 

Max. 

Min. 

Max. 

B  1 

24. 

80.00 

100.00 

6.95 

7.20 

.50 

.75 

.0123 

1 

B  2 

20. 

80.00 

100.00 

7.00 

7.30 

.60 

.90 

.015 

2 

B  3 

20. 

64.00 

75.00 

6.25 

6.41 

.50 

.66 

.015 

2 

B  4 

15. 

80.00 

100.00 

6.41 

6.81 

.77 

1.17 

.020 

3 

B  5 

15. 

60.00 

75.00 

6.04 

6.34 

.54 

.84 

.020 

3 

B  6 

15. 

50.00 

55.00 

5.75 

5.85 

.45 

.55 

.020 

3 

B  7 

15. 

41.00 

45.00 

5.50 

5.58 

.40 

.48 

.020 

3 

B  8 

12. 

40.00 

56.67 

5.50 

5.91 

.39 

.80 

.025 

4 

B9 

12. 

32.00 

36.00 

5.25 

5.35 

.35 

.45 

.025 

4 

BIO 

10. 

33.00 

40.00 

5.00 

5.20 

.37 

.57 

.029 

4 

Bli 

10. 

25.00 

30.00 

4.74 

4.88 

.31 

.45 

.029 

4 

B13 

9.  . 

21.00 

30.00 

4.50 

4.80 

.27 

.57 

.033 

4 

B15 

8. 

18.00 

25.00 

4.25 

4.51 

.25 

.51 

.037 

5 

B17 

7. 

15.00 

20.00 

3.98 

4.19 

.21 

.42 

.042 

5 

B19 

6. 

13.00 

18.00 

3.50 

3.74 

.23 

.47 

.049 

5 

B21 

5. 

10.00 

15.00 

3.00 

3.30 

.22 

.52 

.059 

5 

B23 

4. 

7.00 

10.00 

2.59 

2.81 

.17 

.39 

.074 

5 

B77 

3. 

6.00 

7.00 

2.26 

2.36 

.20 

.30 

.098 

5 

MINIMUM  AND  MAXIMUM  WEIGHTS   AND 
DIMENSIONS  OF  CARNEGIE 
DECK    BEAMS. 

Section 
Index. 

Depth 
of 
Beam, 
in 
inches. 

Weight  per  foot. 

Flange 
width. 

¥eb 

thickness. 

Increase  of 
web  and 
flanges  for 
each  Ib.  in- 
crease of 
weight. 

Page  No. 
of  section. 

Min. 

Max. 

Min. 

Max. 

Min. 

Max. 

B100 
B101 
B102 
B103 
B105 

10. 
9. 
8. 
7. 
6. 

27.23 
26.00 
20.15 
1811 
15.30 

35.70 
30.00 
24.48 
23.46 
18.36 

5.25 
4.94 
5.00 

4.87 
4.38 

5.50 
5.07 
5.16 
5.10 
4.53 

.38 
.44 
.31 
.31 
.28 

.63 
.57 
.47 
.54 
.43 

,029 
.033 
.037 
.042 
049 

P 

Q 

o 

Q 

Q 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


WEIGHTS  AND  DIMENSIONS  OF  CARNEGIE 
BULB   ANGLES. 


Section  Index. 

Depth  of 
Angle. 

in  inches. 

Weight 
per  foot. 

•width". 

Web 
thickness. 

Page  No. 
of 
section. 

B130 

it) 

26.50 

3.5 

.48 

7 

B131 

9 

21.80 

3.5 

.44 

7 

B132 

8 

19.23 

3.5 

.41 

7 

B133 

7 

18.25 

3.0 

.44 

7 

B134 

6 

17.20 

3.0 

.50 

7 

B135 

6 

13.75 

3.0 

.38 

7 

B136 

6 

12.30 

3.0 

.31 

7 

B137 

5 

10.00 

2.5 

.31 

7 

MINIMUM  AND  MAXIMUM  WEIGHTS  AND 
DIMENSIONS  OF  CARNEGIE 

CHANNELS. 


Section 
Index. 

Depth 
of 
Chan- 
nel, 
in 
inches. 

Weight  per  foot. 

Flange 
width. 

Web 
thickness. 

Increases  of 
web  and 
flanges  for 
each  Ib.  in- 
crease of 
weight. 

•M 

t| 

8 

Min. 

Mai. 

Min. 

Mai. 

Min. 

Mai. 

C  1 

15 

33.00 

55.00 

3.400 

3.840 

.400 

.840 

.020 

C20 

13 

31.50 

52.00 

4.000 

4.460 

.375 

.840 

.023 

8 

C2 

12 

20.00 

44.00 

2.868 

3.460 

.268 

.880 

.025 

8 

C  3 

10 

16.50 

33.00 

2.665 

3.150 

.265 

.750 

.029 

8 

C4 

9 

14.00 

25.00 

2.450 

2.810 

.250 

.610 

.033 

8 

C5 

8 

11.00 

22.00 

2.205 

2.610 

.205 

,610 

.037 

9 

CO 

7 

9.50 

20.00 

2.011 

2.450 

.211 

.650 

.042 

9 

C7 

6 

8.00 

16.00 

1.895 

2.288 

.195 

.588 

.049 

9 

C8 

5 

6.50 

12.00 

1.772 

2.095 

.172 

.495 

.059 

9 

C  9 

4 

5.50 

8.00 

1.670 

1.854 

.170 

.354 

.074 

9 

C72 

3 

5.00 

6.00 

1.550 

1.650 

.230 

.330 

.098 

9 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


MINIMUM  AND  MAXIMUM  WEIGHTS  AND 

DIMENSIONS  OF  CARNEGIE  EQUAL 

AND  UNEQUAL  FLANGE 

CAB    TRUCK 

CHANNELS. 


Section 
Index. 

Depth 
of 
Chan- 
nel, in 

Weight  per  foot. 

Flange 
width. 

Web 
Thickness. 

Increase  of 
flange  and 
web  for  each 

f! 

inches. 

Min. 

Max. 

Min. 

Mai. 

Min. 

Max. 

of  weight. 

PH  «g 

C  20 

13.0 

31.50 

52.0 

4.00 

4.46 

.375 

.84 

.023 

10 

C54 

12.0 

21.33 

30.0 

2.64 

2.85 

.31 

.52 

.025 

10 

Smaller. 

Larger. 

C103 

10.5 

20.00 

2.50 

3.375 

.375 

10 

C106 

10.5 

26.50 

2.50 

3.375 

.50 

10 

WEIGHTS  AND  DIMENSIONS  OF  CARNEGIE 


Section 
Index. 

Thick- 
ness 
of 
Metal. 

SIZE,  IN  INCHES. 

Weight  per  foot. 

Page  No. 
of 
Section. 

Flange. 

Web. 

Flange. 

Z13 

H 

3 

6 

3 

14.5 

13 

Z14 

X 

2^ 

5 

3 

12.4 

13 

Z15 

N 

2/2 

4 

3 

11.1 

13 

Z16 

N 

%y2 

3 

3 

10.0 

13 

Z17 

A 

2/2 

3 

8.4 

13 

Z18 

^ 

T96 

1# 

1/8 

1.3 

13 

Z19 

IX*  A 

1  3/x~- 

2TVX 

45 

13 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

MINIMUM  AND  MAXIMUM  WEIGHTS  AND 

DIMENSIONS  OF  CARNEGIE 

Z-BAFtS. 

Thick- 

SIZE IN  INCHES. 

Section 
Index. 

ness 
of  Metal 

Weight  per  foot. 

Page  No.  of 
Section. 

n  inches 

Flange. 

Web. 

Flange. 

Z  1 

/8 

3K 

6 

3/ 

15.6 

11 

u 

JL 

g  9 

6rV 

39 
TIT 

18.3 

» 

l| 

3^ 

w 

21.0 

Z  2 

JL 

31^ 

6 

3K 

22.7 

11 

y 

3  9 

6yV 

3-9- 

25.4 

< 

« 

\\ 

3g 

6^ 

ij! 

28.0 

Z3 

I 

6 

3/ 

29.3 

11 

09 

g  i 

3-9T 

32.0 

u 

H 

8>| 

6>l 

3^1 

34.6 

Z  4 

JL 

3/ 

5 

3X 

11.6 

11 

u 

y 

3-5^ 

5-V 

3-5- 

13.9 

p 

(( 

7b 

IH 

gl| 

3^8 

16.4 

]    ' 

Z  5 

8 

5 

3X 

17.8 

u 

_9 

3-5-^ 

5-1- 

20.2 

H 

>6 

3^1 

5>8 

s|| 

22.6 

Zn 
0 

11 

5 

3X 

23.7 

11 

ft 

|X 

3-5- 

g_i 

26.0 

H 

H 

3/8 

5^ 

3/s 

28.3 

Z7 

X 

3-V 

4 

3_ig. 

8,2 

12 

H 

sl 

IK 

3A 

10.3 
12.4 

Z  8 

TV 

3^ 

4  8 

3yV 

13.8 

12 

3^ 

41 

gi| 

15.8 

. 

M 

T6" 

4>l 

3r3s 

17.9 

,   . 

Z  9 

P 

3r~ 

3~V 

18.9 

12 

iff 

IH 

4JL 

§t| 

20.9 

.    . 

" 

3r3o 

4>l 

3i3o 

22.9 

Z10 

X 

31.1 

3 

2.1.1 

6.7 

12 

« 

Zll 

1 

m 

1" 

2H 

8.4 
9.7 

12 

(I 

gs/ 

3  1 

24/ 

11.4 

. 

Z12 

i/ 

W4 

g 

g|i. 

12.5 

12 

T9* 

2X 

3A 

/4 

14.2 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

MINIMUM  AND  MAXIMUM  WEIGHTS  AND 

DIMENSIONS  OF  CARNEGIE 

ANGLES. 

EQXJAL   LEGS. 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

ll 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

I 

A  1 

H 

6    x6 

33.1 

A36 

y 

3    x3 

*9.4 

15 

A2 

H 

6    x6 

30.9 

A37 

7 

3    x3 

8.3 

15 

*A3 

X 

6    x6 

28.7 

14 

*A38 

y% 

3    x3 

7.2 

15 

A4 

ft 

6    x6 

26.5 

' 

A39 

ft 

3    x3 

6.1 

A5 

H 

6    x6 

24.2 

*A40 

1A 

3    x3 

4.9 

15 

A  6 

A7 
*A8 

ft 

6    x6 
6    x6 
6    x6 

21.9 
19.6 
17.2 

14 

A41 
A42 
*A43 

| 

11 

8.5 
7.6 
6.6 

15 

A9 
A10 

H 

5    x5 
5    x5 

27.2 
25.4 

A44 
*A45 

1 

llxal 

5.5 
4.5 

15 

All 

X 

5    x5 

23.6 

A46 

y 

2;^x2>^ 

7.7 

*A12 

H 

5    x5 

21.8 

14 

A47 

2 

6.8 

A13 

R 

5    x5 

*20.0 

14 

*A48 

i/ 

<%y&iA 

5.9 

16 

A14 

T96 

5    x5 

18.1 

A49 

§ 

2y*21/ 

5.0 

*A15 

% 

5    x5 

16.2 

14 

*A50 

y 

2i/xgi/ 

4.1 

16 

A16 
*A17 

5    x5 

5    x5 

14.3 
12.3 

14 

A51 

A52 

i 

*$*$ 

6.8 
6.1 

A18 

ff 

4    x4 

19.9 

*A53 

y% 

2)Jx2X 

5.3 

16 

A19 

X 

4    x4 

18.5 

A54 

T5? 

2^x2X 

4.5 

*A20 

a 

4    x4 

17.1 

15 

*A55 

1A 

2X"x2X 

3.7 

16 

A21 

•  H 

4    x4 

*15.7 

15 

A56 

ft 

2    x2 

5.3 

A22 

* 

4    x4 

14.3 

A57 

y% 

2    x2 

4.7 

*A23 

¥ 

4    x4 

12.8 

15 

*A58 

T5_ 

2    x2 

4.0 

16 

A24 

4    x4 

11.3 

A59 

i/ 

/T 

2    x2 

3.2 

*A25 

H 

4    x4 

9.8 

15 

*A60 

ft 

2    x2 

2.5 

16 

*A90 
A26 

ft 

4    x4 

8.2 
17.1 

A61 
A62 

l^xl^ 

4.6 
4.0 

A27 

% 

3/2*3/2 

16.0 

A63 

(b 

13/X13/ 

3.4 

*A28 

"H 

3/2*3/2 

14.8 

15 

*A64 

y 

\Vf\y 

2.8 

16 

A29 

y% 

3/2*3/2 

13.6 

*A65 

JL 

\y*\y 

2.1 

16 

A30 
*A31 
A32 
*A33 

| 

3/2*3/2 
3/2*3^ 

3/2*3/2 
3/2*3/2 

12.3 
11.1 

9.8 
8.5 

15 
15 

A66 
*A67 
*A68 
*A69 

ft 

II 

3.4 
2.9 

2.4 
1.8 

16 
16 
16 

A34 

*A35 

§ 

3    x3 
3    x3 

11.4 
10.4 

15 

A70 

*A71 

f 

1^.1^ 

2.4 
1.9 

16 

Angles  marked  thus  *  have  finishing  passes. 

Sft 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

ANGLES—  EQUAL  LEGS.—  Continued. 

Section 
Index. 

Thickness 
of  Metal, 
n  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

I 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

il 

*A72 

A 

iXxiX 

1.5 

16 

*A79 

. 

1      xl 

1.2 

16 

*A73 

y 

\  i/xl  3/ 

1.0 

16 

*A80 

r/ 

1     xl 

0.8 

16 

A74 

ft 

l^xl^ 

2.1 

*A81 

A 

J4*    7/9. 

1.0 

16 

*A75 

y 

1/^xl  1A 

1.7 

16 

*A82 

# 

Z^X    7/^ 

0.7 

16 

*A76 

T6 

1/^xl^ 

1.3 

16 

*A83 

^x    % 

0.8 

16 

*A77 

Ij^xl^ 

0.9 

16 

*A84 

jl 

&*  y. 

0.6 

16 

*A78 

/4 

1      xl 

1.5 

16 

*A85 

% 

H*H 

0.5 

16 

Angles  marked  thus  *  have  finishing  passes. 

SFECI-AX.  ArsTG-LES. 

Section 
Index. 

Thickness 
of  Metal, 
in  inches 

Size, 
in  inches. 

Weight 
per  foot. 

•8 

<&$ 

JH 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

13 

A450 

It 

3    x3 

14.4 

A462 

A 

2/2*2/2 

7.1 

A451 

y 

3    x3 

13.4 

*A463 

H 

2l/2>i2l/2 

6.1 

24 

*A452 

8 

3     x3 

12.4 

24 

A464 

2 

3^x2 

8.2 

A453 

3    x3 

11.4 

A465 

A 

3^x2 

7.1 

*A454 

3    x3 

10.4 

24 

*A466 

3^x2 

6.1 

24 

A455 

45 

H 

2^x2^ 

10.1 

A467 

A 

3    x3 

8.4 

A456 

X 

9.3 

A468 

H 

3    x3 

7.2 

*A45? 

A 

2/2**2/2 

8.5 

24 

*A469 

3    x3 

6.1 

24 

A458 

2/2*2/2 

7.7 

*A47C 

X 

2}4x2X 

4.2 

24 

*A459 

A 

2/2*2/2 

6.8 

24 

*A471 

i/ 

2/4*2% 

3.5 

24 

*A460 

2/2*2X 

8.7 

24 

*A475 

Xx  ^ 

4.9 

24 

A461 

& 

2/2*2/2 

8.2 

*A476 

KX^ 

W*X 

4.6 

24 

Angles  marked  thus  *  have  finishing  passes. 

A450  to  A459  known  as  "  COVER  ANGLES." 

A461  to  A469  known  as  "OBTUSE  ANGLES." 

A470  and  A471  known  as  "SAFE  ANGLES." 

A475  and  A476  known  as  "  HALF  TEES." 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

MINIMUM  AND  MAXIMUM  WEIGHTS  AND 

DIMENSIONS  OF  CARNEGIE 

ANGLES. 

UNEQUAL    LEGS. 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

i 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

S 

A150 

1 

7x3^ 

32.3 

*A184 

/*& 

5     x4 

14.5 

18 

A151 

it 

7x3^1 

30.5 

A185 

A 

5     x4 

12.8 

A152 

7x3^ 

28.7 

*A186 

H 

5    x4 

11.0 

18 

A153 
*A154 

p 

7x3^ 

26.8 
24.9 

17 

A187 

« 

5    x3% 

22.7 

A155 

ii 

7x3  ;| 

23.0 

A188 

it 

5    x3% 

21.3 

, 

A156 

1  6 

H 

7x3^ 

21.0 

*A189 

X 

5    x3k 

19.8 

19 

*A157 
A158 
*A159 

i 

7x3^ 
7x3^ 
7x3^ 

19.0 
17.0 
15.0 

17 
17 

A191 
A192 
*A193 

1 

CO  CO  CO  CO 

\KNr  \K\H 

0\  fcKtO\tO\' 

18.3 
16.8 
15.2 
13.6 

19 
19 

A160 

H 

6x4 

27.2 

. 

A194 

5    x3j^ 

12.0 

A161 

it 

6x4 

25.4 

. 

*A195 

y?> 

5    x3>| 

10.4 

19 

*A162 

2 

6x4 

23.6 

17 

A163 

•H 

6x4 

21.8 

A196 

it 

5    x3 

19.9 

, 

A164 

1  6 

6x4 

20.0 

A197 

5    x3 

18.5 

. 

A165 

A 

6x4 

18.1 

*A198 

H 

5    x3 

17.1 

19 

*A166 

* 

6x4 

16.2 

17 

A199 

# 

5    x3 

15.7 

. 

A167 

6x4 

14.3 

A200 

& 

5    x3 

14.2 

*A168 

II 

6x4 

12.3 

17 

*A201 

•y 

5    x3 

12.8 

19 

A202 

rV 

5    x3 

11.3 

A169 

y% 

6x3^ 

25.7 

*A203 

y% 

5    x3 

9.8 

19 

A170 
*A171 

it 

X 

6x3^ 
6x3^ 

24.0 
22.3 

18 

A204 

1 

5    x3 

8.2 
18.5 

19 

A172 

8 

6x3^ 

20.6 

A205 

4>t*3 

17.2 

A173 

6x3^ 

18.9 

*A206 

ii 

4^x3 

15.9 

19 

A174 

6x3'^ 

17.1 

A207 

^ 

4^x3 

14.6 

g 

*A175 

yz 

6x3^ 

15.3 

18 

A208 

«.) 

13.3 

A176 

A 

6x3% 

13.5 

*A209 

•y 

4/2*3 

11.9 

19 

*A177 

3/Q 

6x3^ 

11.7 

18 

A210 

rV 

4^x3 

10.5 

A178 

5x4 

24.2 

*A211 

H 

4^x3 

9.1 

19 

A179 

5x4 

22.6 

A212 

it 

4    x3>£ 

18.5 

A180 

3/ 

5x4 

*21.1 

18 

A213 

X 

4    x3}£ 

17.2 

*A181 

ft 

5x4 

19.5 

18 

*A214 

8 

4    x3// 

15.9 

19 

A182 

S4 

5x4 

17.8 

A215 

M 

4    x3}J 

14.6 

A183 

5x4 

162 

A216 

4    x3% 

13.3 

Angles  marked  thus  *  have  finishing  passes. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

MINIMUM  AND  MAXIMUM  WEIGHTS  AND 

DIMENSIONS  OF  CARNEGIE 

ANGLES. 

UNEQUAL  LEGS.-Continued. 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

a 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size, 
in  inches. 

' 
Weight 
per  foot. 

a 

*A217 

y* 

4    x3V 

11.9 

19 

A249 

X 

3^x2 

6.2 

A218 

TV 

4     xS*/ 

10.5 

A250 

_5g. 

3^x2 

5.3 

*A219 

4    x3j£ 

9.1 

19 

*A251 

X 

3^x2 

4.3 

20 

A220 

T! 

4    x3 

17.1 

A252 

T96 

3    x2% 

9.5 

A221 

K' 

4    x3 

16.0 

A253 

y2 

3    x2>^ 

8.5 

*A222 

ft 

4    x3 

14.8 

19 

*A254 

A 

o     x/c/^ 

7.6 

20 

A223 

4    x3 

13.6 

A255 

y% 

3    x2>/ 

6.6 

A224 

_9_ 

4    x3 

12.3 

A256 

T5^ 

3    x2% 

5.5 

*A225 

>l 

4    x3 

11.1 

20 

*A257 

X 

3    x2% 

4.5 

21 

A226 

A227 

7 

II 

4    x3 
4    x3 

9.8 
8.5 

A258 

yz 

3    x2 

7.7 

*A228 

A 

4    x3 

7.1 

20 

*A259 
A260 

Ps 

3    x2 
3    x2 

6.8 
5.9 

21 

A229 

« 

3%x3 

15.7 

A261 

A 

3    x2 

5.0 

. 

A230 
*A231 

§ 

3%x3 
3>|x3 

14.7 
13.6 

20 

*A262 
*A263 

A 

3    x2 
3    x2 

4.1 
3.6 

21 
21 

A232 

5A 

Q1/XQ 

12.5 

A233 

/o 
_9 

3%x3 

11.4 

A264 

y2 

2^x2 

6.8 

*A234 
A235 

TA 

3%x3 
3>/x3 

10.2 
9.1 

20 

A265 
*A266 

A 

2^x2 
2^x2 

6.1 
5.3 

21 

A236 
*A237 

li 

3^x3 

3>|x3 

7.8 
6.6 

20 

luSn 

? 

2>|x2 

4.5 
3.7 

21 
21 

1  G 

*A269 

A 

2^x2 

2.8 

21 

A238 

11 

3/^x^M 

12.4 

A239 

H 

3Xx25^ 

11.4 

A270 

y2 

2^x1^ 

5.5 

. 

A240 

_9T 

3Vx2>^ 

*10.4 

20 

A271 

T7_ 

gi^xlj^ 

5.0 

A241 

I/ 

g  i    xgi/ 

9.4 

*A272 

y% 

2/^xl^ 

4.3 

21 

A242 

_72 

3i^x2^/ 

8.3 

20 

*A273 

_5^. 

2^x1^ 

3.7 

21 

A243 

\/ 

gi/xgi/ 

*7.2 

20 

*A274 

X 

gi^xl^ 

3.0 

21 

A244 

JL 

3i^x2j^ 

6.1 

*A275 

A 

2^x1% 

2.3 

21 

*A245 

X 

3^x2^ 

4.9 

20 

*A276 

2    xl^ 

2.7 

21 

A246 

A 

3^x2 

9.0 

*A277 

A 

2    xl^ 

2.1 

21 

A247 

i/ 

/n 

3^x2 

8.1 

A278 

V 

l^xl 

1.6 

*A248 

7 

1% 

3^x2 

7.2 

20 

*A279 

y& 

l^gxl 

1.0 

21 

Angles  marked  thus  *  have  finishing  passes. 

1                                                                            4.1 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

MINIMUM  AND  MAXIMUM  WEIGHTS  AND 

DIMENSIONS   OP  CARNEGIE 

ANGLES. 

SQUARE  ROOT. 

Section 
Index. 

Thickness 
of  Metal, 
in  inches. 

Size,        Weight  I'M 
in  inches,   per  foot,    gojg 

Section 
Indei. 

Thickness 
of  Metal 
in  inches. 

Size, 
in  inches. 

Weight 
per  foot. 

o 

A350 

K 

4     x4 

18.5 

A385 

ft 

2Xx2X 

5.3 

22 

A351 

« 

4     x4 

17.1 

A386 

i 

2^x2^ 

4.5 

22 

*A352 

% 

4     x4 

15.7 

22 

*A387 

% 

2i/x2i/ 

3.6 

22 

A353 
*A354 
A355 
*A356 

i 

4     x4 
4     x4 

4     x4 
4    x4 

14.3 
12.8 
11.3 
9.7- 

22 
22 

A388 
*A389 
*A390 
*A391 

I 

to  to  to  to 

to  to  to  to 

5.3 
4.7 
3.9 
3.2 

23 
23 
23 

*A357 
A358 
A359 
A360 
*A361 

1 
f 

tjfxlO\  M\.  N\,  tO\. 
CO  CO  CO  CO  CO 
:«\N?x»C\»O\tO\ 

16.0 
14.8 
13.6 
123 
11.0 

22 
22 

A392 
A393 
^A394 

||j| 

4.5 
4.0 
3.4 

2.8 

23 

A362 

TiT 

^y^-ty/^ 

9.8 

A396 

ft 

]%A}4 

3.4 

*A363 

H 

3//x3% 

8.5 

22 

A397 

1^/xji/ 

2.9 

A364 
A365 

ft 

3    x3 
3    x3 

11.4 
10.4 

*A398 
*A399 

A 

1$$ 

2.4 
1.9 

23 
23 

A366 

i/ 

3    x3 

9.4 

A400 

A 

1XX^X 

2.4 

A367 

T75 

3    x3 

8.3 

*A401 

k 

1  i/i\  i/ 

2.0 

23 

A368 

y% 

3    x3 

7.2 

*A402 

A 

1XX^X 

1.5 

23 

*A369 

A 

3    x3 

6.0 

22 

*A403 

% 

l/4xlX 

1.0 

23 

*A370 

X 

3    x3 

4.9 

22 

*A404 

X 

1  %X    ^j 

1.8 

23 

A371 

% 

2^x2^ 

8.6 

*A405 

1  %x  ^ 

0.9 

23 

A372 

Tt 

g3/xg3  ' 

7.6 

199 

C\c\ 

A373 

*A374 

X 

aj$£ 

6.6 
5.5 

22 

*A407 
*A408 

i 

l^xlU 

.7 
1.3 

0.9 

23 
23 
23 

A375 

X 

Z'A&X 

7.7 

*A430 

A 

ITV  it 

1.1 

23 

A376 
A377 
A378 
*A379 

A 

}i 

to  to  to  to 

N?XW\N\,tO\ 

to  to  to  to 

V*V*  VK\H 
tC  \10\NSV  »0\l 

6.8 
5.9 
5.0 
4.1 

22 
22 

*A409 
*A410 
*A411 

1A 
A 

1     xl 
1     xl 
1     xl 

1.5 
1.1 
0.8 

23 
23 
23 

A380 

2  i/o  i/ 

5.6 

A412 

T3(T 

ft    ft 

1.0 

A381 

5 

%f/  xg  i/ 

4.7 

*A413 

yi 

ft  ft 

0.7 

23 

*A382 

X 

2V/x2^ 

3.9 

22 

*A414 

T5 

^    $i 

0.8 

23 

A383 

2^x2^ 

6.8 

*A415 

ft 

34-     H 

0.6 

23 

A384 

A 

2j<x2^ 

6.0 

*A416 

T3T 

ft     % 

0.3 

23 

Angles  marked  thus  *  have  finishing  passes. 

4.0. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

"WEIGHTS  AND  DIMENSIONS  OF  CARNEGIE 

TEES. 

EQXJAH.  LEG-S. 

Section 
Index. 

SIZE,  IN  INCHES.             ^f^^ 

Weight 
per  foot. 

Page  No. 
of 
Section. 

Flange. 

Stem. 

Flange. 

Stem. 

T  1 

4 

4 

X  to  i9s 

X  to  T\ 

13.7 

25 

T  2 

4 

4 

y%  to  ^ 

3A  to  ^ 

10.9 

25 

T3 

3X 

3K 

X  to  r9, 

X  to  A 

11.7 

25 

T  4 

3X 

3X 

H  tO  T7g 

^  to  T7g 

9.2 

25 

T5 

3X 

3X 

Htofl 

H  t°  IT 

6.8 

25 

T  6 

3 

3 

X  tO  T9»5 

X  to  T9ff 

10.0 

25 

T  7 

3 

3 

176  tO  X 

TJ  tO  X 

9.1          25 

T  8 

3 

3 

X  to  Tt 

H  tO  T7G 

7.8          25 

T  9 

3 

3 

T56  tO  X» 

A  to  Xs 

6.6          25 

T10 

2X 

2X 

^8  tO  j^g 

^toTV 

6.4 

25 

Til 

2^ 

2X    i 

T56  to  y& 

A  to  ^ 

5.5 

25 

T12 

2X 

2X 

T\  tO  X 

T56  to  y& 

4.9 

25 

T13 

2X 

2X 

X  to  A 

X  to  f\ 

4.1 

25 

T14 

2 

2 

T56  tO  X8 

T\  tO  ^ 

4.3 

25 

T15 

2 

2 

X  to  T\ 

X  to  T\ 

3.7 

26 

T16 

IX 

IX 

X  to  A 

X  to  jV 

3.1 

26 

T17 

IX 

IX 

X  to  A 

X  to  & 

2.6 

26 

T18 

*x 

IX 

A  tO   gV 

j-3^  tO   3^2 

1.84 

26 

T19 

IX 

IX 

X  tO   3% 

X  to  -A 

2.04 

26 

T20 

IX 

IX 

TV  tO  gV 

A  to  ^ 

1.53 

26 

T21 

1 

1 

T35  tO  /s 

T36   tO  /j 

1.23 

26 

T22 

1 

1 

X  to  ^ 

X   t°    {$£ 

0.87 

26 

4-3 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

WEIGHTS  AND  DIMENSIONS  OF  CARNEGIE 

TEES. 

UNEQUAL.  LEGS. 

Section 

SIZE,  IN  INCHES. 

THICKNESS  OF  METAL, 
IN  INCHES. 

Weight 

Page  No. 

Index. 

par  foot. 

of 
Section. 

Flange. 

Stem. 

Flange. 

Stem. 

T50 

5 

3 

X  to  ft 

i-3  to  # 

13.6 

27 

T51 

5 

2% 

#*>,& 

TV  to  |J 

11.0 

27 

T52 

4% 

3X 

iV  to  A 

T!  to  ^ 

15.8 

27 

T53 

4X 

3 

T5(3   tO  ^ 

T56   tO  ^ 

8.5 

27 

T54 

4% 

3 

y%  to  ft 

Yt>  t°  iV 

10.0 

27 

T55 

4^ 

2% 

A  tO   ^ 

fV  to  # 

8.0 

27 

T56 

4% 

2% 

^8  tO  -ft 

/8  tO  T7g- 

9.3 

27 

T57 

4 

5 

/2  to  ft- 

X  to  A 

15.6 

27 

T58 

4 

5 

^  to  TO 

^  to  r\ 

12.0 

28 

T59 

4 

4X 

K  to  ft 

X  to  ^ 

14.6 

28 

T60 

4 

4^ 

^  to  ft 

^    tO    yV 

11.4 

28 

T61 

4 

3 

H  to  T70 

H  to  TV 

9.3 

28 

T62 

4 

2^ 

H  to  "TO 

^  to  TV 

8.6 

28 

T63 

4 

2X 

T5B-  tO  ^ 

T\  t°  ^ 

7.3 

28 

T64 

4 

2 

^  to  T^ 

y%  to  ^ 

7.9 

28 

T65 

4 

2 

T\  tO  ^ 

i5^  to  3A 

6.6 

28 

T66 

3X 

4 

I/  to  T9_ 

X  tO  T9^ 

12.8 

29 

T67 

4 

H  t0   lV 

H  t0  T\ 

9.9 

29 

T68 

3K 

3 

iV  to  X 

ft 

11.73 

29 

T69 

3^ 

3 

K  to  T9s 

K  to  & 

10.9 

29 

T70 

3>£ 

3 

y*  to  ^ 

^  to  TV 

8.5 

29 

171 

3X 

3 

T56  to  y& 

^ 

7.8 

29 

T72 

3 

4 

X  tO  T90 

X  t°  T9^ 

11.8 

29 

T73 

3 

4 

xVtoX 

T7.toK 

10.6 

29 

T50  can  also  be  rolled  11.0 

163    "      "     "       "       5.8 

44 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  AND  DIMENSIONS  OP  CARNEGIE 

TEES. 

UNEQUAL  LEGS.—  Continued. 

Section 
Index. 

SIZE,  IN  INCHES. 

THICKNESS  OF  METAL, 
IN  INCHES. 

Weight 
per  foot. 

Page  No. 
of 
Section. 

Flange. 

Stem. 

Flange. 

Stem. 

T74 

3 

4 

H  to  ft 

X  to  ft 

9.3 

29 

175 

3 

3>2 

X  to  ft 

Xtoft 

10.9 

29 

T76 

3 

3^ 

A  to  X 

A  toX 

9.8 

29 

T77 

3 

3/2 

X  to  ft 

y&  to  ft 

8.5 

29 

T78 

3 

2% 

X  to  ft 

^  toft 

7.2 

30 

T79 

3 

2% 

T56  tO  I/I 

T5*  tO  X 

6.1 

30 

T80 

2X 

2 

A  to  li 

X 

7.4 

30 

T81 

2X 

IX 

A  to  U 

X 

6.6 

30 

T82 

2X 

3 

Xtoft 

y%  to  T^ 

7.2 

30 

T83 

2X 

3 

A  to  X 

T^L"  ^o  3/Q 

6.1 

30 

T84 

2X 

2X 

X  to  ft 

y&  to  Tv 

6.7 

30 

T85 

2X 

2X 

T56   tO  X 

A  to  X 

5.8 

30 

T86 

2X 

IX 

A  tO  392 

A  tO  T5* 

2.9 

30 

T87 

2 

1% 

Xtoft 

X  to  ft 

3.1 

30 

T88 

IX 

*X 

X  to  ft 

X  to  ft 

3.6 

30 

T89 

lit 

IX 

A  to  ft 

T3<r  to  ^ 

1.94 

30 

T90 

IX 

IX 

T56   tO  ^ 

A  to  X 

3.0 

30 

T91 

\y2 

IX 

X   tO   g^ 

X  tO  3^ 

2.24         30 

T92 

iX 

IX 

A  to  ft 

T3?  tO  ft 

1.73 

30 

T93 

\y 

IX 

8_  to     5 

3T 

1.33 

30 

T94 

iX 

X 

A 

A 

1.33 

30 

T95 

i 

IX 

X  to  A 

X  to  ft 

1.12 

30 

45 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  AND  DIMENSIONS  OP  CARNEGIE 
MISCELLANEOUS  SHAPES. 

Section 
Index. 

Designation  of 
Shape. 

Size, 
in  inches. 

Thickness 
of  Metal, 
in 
inches. 

Weight 
per  foot. 

Page 
No. 
of 

Section. 

MIO 
Mil 
M12 
M13 
M14 

M30 
M31 
M32 
M33 
M34 
M35 

M51 

M52 
M53 
M54 

Trough  Plate, 

u 

a 

Corrugated  Plate, 

H 

Checkered  Plate, 

M 

9^x3^ 

9^x3'34' 
9^334: 
9^x3^ 

Width. 
34" 
34" 

yt 

16.32 
18.02 
19.72 
21.42 
23.15 

8.06 
10.10 
12.04 
17.75 
20.71 
23.67 

Per  Square  Ft. 

13.77 
16.32 
18.87 
21.42 

31 
31 

31 

SPECIAL  TEES. 

Section 
Index. 

Page 

Size,          Weight        No. 
in  inches.       per  foot.        of 
Section. 

Section            Size, 
Index.        in  inches. 

Weight 
per  foot. 

Page 

No. 
of 
Section. 

T154 

4ix2T\      7.00       26 

T156      4    x2| 

11.00 

26 

BAIL. 

Section  Index.                 Size,  in  inches. 

Weight  per  foot. 

Page  No. 
of  Section. 

R4                         l#xl# 

* 

26 

46                                                              1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

CAST  SEPARATORS  FOR  I  BEAMS. 

See  illustrations  page  57,  Figs.  9  and  10. 

Separators  for  20"  and  24"  beams  are  made  of  y%"  metal. 

"         "  6"  to  15"  beams  are  made  of  /"  metal. 

"         "  5"  beams  and  under  are  made  of  ^"  metal. 

DESIGNATION 
OP  BEAM. 

DISTANCES. 

BOLTS. 

WEIGHTS. 

^  i 

L 

*5 

fe 

If! 

|1| 

•s  | 

-3 

1 

-£2 

ST!"8 

.. 

hD'o  ^ 

^ 

'S  *° 

M 

sfS 

• 

3 

'l-S-s 

! 

I 

1 

1. 

s.  i 

r 

J 

Distani 
center  to  c 

1 

1 
1 

crease  in  wei 
arator  bolts  f 
iitional  sprea 

i 

Increase  in  \ 
parator  for  1 
ional  spread 

inches. 

Ibs. 

inches. 

nches. 

inch. 

inches. 

nches. 

IBs. 

•i? 

Its. 

8~ 
IBs. 

SEPARATORS  WITH  TWO  BOLTS, 

24 

B  1 

80 

14X 

7X 

7A 

12 

9% 

4% 

0.33 

31% 

51X 

20 

B  2 

80 

14X 

7X 

7/% 

10 

9/^ 

M 

24X 

3Ti 

20 

B3 

64 

13X 

7 

H 

10 

8% 

4% 

M 

22 

<v 

15 

B  4 

80 

13^ 

?X 

X 

7 

9 

3% 

0.25 

13X 

\x 

15 

B  5 

60 

12K 

6K 

X 

7 

8 

3X 

a 

12X 

" 

15 

B  6 

50 

l^X 

6K 

X 

7 

8 

3X 

M 

1|| 

15 

B  7 

41 

UK 

6 

7 

?X 

3 

(1 

iiK 

12 

B  8 

40 

UK 

6 

X 

7* 

3 

0.25 

9X 

IT^ 

12 

B  9 

32 

n# 

6 

X 

6K  J7K 

3 

u 

9K 

IK 

SEPARATORS  WITH  ONE  BOLT. 

12 

B   8 

40 

UK 

6 

X 

. 

7K 

ji^ 

0.12 

9% 

1TV 

12 

B   9 

32 

nx 

6 

X 

. 

7K 

IK 

9X 

IK 

10 

BIO 

33 

IOK 

5K 

3/ 

, 

6^ 

7 

10 

Bll 

25 

iox 

\\L 

X 

t     . 

6K 

1/8 

?x 

IX 

9 

B13 

21 

9^  5 

X 

t 

6X 

6 

IK 

8 

B15 

18 

9X  5^ 

X 

,     . 

6X 

IK 

5K 

1  5 

Te' 

7 

B17 

15 

.     , 

6 

IX 

H 

6 

B19 

13 

7/-0  i  4 

X 

t 

5X 

IX 

2X 

5 

B21 

10 

6%  3% 

X 

,     . 

4X 

IK 

IX 

A 

4 

B23 

7 

X 

§ 

4K 

1/8 

1/^2 

K 

3    i  B77 

6 

5Xi34 

•     • 

0.10 

IK 

47                                                  I 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


STANDARD  SPACING  AND  DIMENSIONS  OF 

RIVET  AND  BOLT  HOLES  THROUGH 

FLANGES  AND  CONNECTION 

ANGLES  OF  I  BEAMS. 


De-Pth  I  Weight 
inchesjP-^- 


iDia.  of 
'bolt  or 
rivet, 

in 
inches. 


24  80 
20  i  80 
20  !  64 
80 

60 


50 
41 
40 


12       32 


a 

in 
inches. 


borb 

in 
inches. 


b'=5 

' 


Y  I  Weight 
inches.  P*  foot' 


10 
10 
9 
8 
7 
6 
5 
4 
3 


Dia.  of 
bolt  or 
rivet, 
in 
inches. 


33 
25 

21 

18 

15 

13 

10 

7 

6 


a 

in 
inches. 


y* 


borV 

in 
inches. 


= 


CHANNELS. 


ANGLES. 


31.5 

20.0 

16.5 

14.0 

11.0 

9.5 

8.0 

6.5 

5.5 

5.0 


NOTE :    The  spaces  b7  in  above  table  correspond  with  spacings 
given  on  page  50  for  standard  connection  angles. 


48 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


NOTES  ON   STANDARD   CONNECTION   AN- 
GLES FOB  CARNEGIE  I  BEAMS. 

The  standard  connection  angles,  for  all  sizes  and  weights  of 
Standard  I  beams  manufactured  by  The  Carnegie  Steel  Com- 
pany, Limited,  are  illustrated  on  opposite  page.  These  connec- 
tions were  designed  on  the  basis  of  an  allowable  shearing  strain 
of  10,000  Ibs.  per  square  inch,  and  a  bearing  strain  of  20,000  Ibs. 
per  square  inch  on  rivets  or  bolts,  corresponding  with  extreme 
fiber  strains  in  the  I  beams  of  1 6,000  ibs.  per  square  inch.  The 
number  of  rivets  or  bolts  required  was  found  to  be  dependent,  in 
most  instances,  on  their  bearing  values. 

The  connections  have  been  proportioned  with  a  view  to  cover- 
ing most  cases,  occuring  in  ordinary  practice,  with  the  usual 
relations  of  depth  of  beam  to  length  of  span.  In  extreme  in- 
stances, however,  where  beams  of  short  relative  span  lengths  are 
loaded  to  their  full  capacity,  it  may  be  found  necessary  to  make 
provision  for  additional  strength  in  the  connections.  The  limit- 
ing span  lengths,  at  and  above  which  the  standard  connection 
angles  may  be  used  with  perfect  safety,  are  given  in  the  follow- 
ing table : 

Table  of  Minimum  Spans,  for  Carnegie  I  Beams,  for  which  Standard 

Connection  Angles  may  be  Safely  Used,  with  Beams 

Loaded  to  their  Full  Capacity. 


Designation 
of 

11 

§  9 

Designation 
of 

II 
Is 

Designation 
of 

SI 
l-a 

Beam. 

|| 

Beam. 

11 

Beam. 

11 

24"-80.  Ibs. 

20.5 

15"-41.  Ibs. 

10.5 

8"-18.  Ibs. 

7.0 

20X/-80.    " 

17.0 

12"-40.    " 

8.5 

7//-15.    " 

5.5 

"     64.    " 

16.0 

"     32.    " 

7.5 

6//-13.    " 

6.0 

15"-80.    " 

12.5 

lQ^-33.    " 

10.5 

5//_10.    « 

4.0 

"     60.    " 

11.5 

"     25.    " 

9.0 

4//_  7.    u 

3.0 

"     50.    " 

11.0 

9X/-21.    " 

8.0 

S^-6.    " 

3.0 

See  illustrations  of  Standard  Connection  Angles  for  Carnegie 
"X  Beams  on  opposite  page. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


STANDARD  CONNECTION 
FOR  I  BEAMS. 


for24'"; 


£±±±JJ'H^G 


6  Ibs. 

7  Ibs. 


for  8"!  y  8  Ibs. 
for  9"!  •!  21  Ibs. 


CHANNELS, 
for  i5"C-33  Ibs.  f 


*li±^ 
bp****ty 


for  12"  L 
Ibs. 


9-5  Ibs. 


for  8"  C  I ii  Ibs-. 
for9"C|i4.11Js, 


for  io"'JC 
16.5  Ibs. 


Conntetlont  for  3",  4' ,  5"  and  6"  J-heams  afflj  also  to  Channels. 
All  holts  for  %"  Bolts  or  Rivets. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


FIREPROOF  FLOORS. 


Fig.  1, 


Fig. 


Fig.  3. 


Fig.  4. 


Fig.  6. 


\&*L~Z 


Fig.  7. 


R1 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


PIREPR-QOTF  FLOCFRSANID  PARTITIONS, 


fig.  ft. 


Fig.  3. 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


BUILT    COLUMN    SECTIONS.. 


Fig.  1. 

JL 

ir 


Fig.  2,  .Fig.  3. 

^r 


Fig,  4. 


Fig.  5. 

o 


Fig.  6. 


7. 


Fig.  8. 


Fig.  9, 


BTT 


Fig.  10. 


Fig,  11- 


Fig,  12. 


Fig,  13. 


F-ig.  14. 


Fig.  15. 

o 


Fig.  16. 


THE!    CARNEGIE    STEEL    COMPANY,  LIMITED. 


DETAILS  SHOWING  Fl REPROOFING,  #ND  BASES  FO'R 
Z-BAR  COLUMNS. 


Fig.  6. 


54 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


DETAILS  OF  STANDARD  CONNECTIONS  OF 
I-BEAMS  AND  Z-BAR  COLUMNS. 

These  connections  to  be  used  when  columns  are   not   spliced  at 
seat  level  of  girder. 

2. 


24"&20"'Beams 
22  Tons. 


15"  &  12"  Beams 
13.25  Tons 


Where  a  rigid  connection  between 
beams  and  columns  is  required  to  pre- 
vent side  motion,  use  rivets  instead  of 
bolts  and  insert  plates  ys"  or  1-16" 
thick,  or  both,  between  top  flanges  of 
beams  and  columns,  as  shown  in 
Fig.  E,  opposite  page. 

If  the  space  is  large,  cast  iron  may, 
in  addition  to  the  thin  wrought  plates, 
be  used  to  advantage. 

.  3. 


10",  9"  &  8" 
8.8  Tons. 

The  number  of  tons  indicated  denote  the  end  reactions  due  to  the  loading  on 

each  beam,  and  for  which  the  connections  are  proportioned 
Rivets  and  bolts,  %"  diameter.     All  bolts  through  beams  have  bevelled  heads. 


55 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


DETAILS  OP  STANDARD  CONNECTIONS  OF 
I-BEAMS  AND  Z-BAR  COLUMNS. 

These  connections  to  be  used  when  columns  are  spliced  at  seat 
level  of  girder.     This  is  the  usual  arrangement. 
JL. 


Where  a  rigid  connection  between 
enms   and  columns  is  required   to 
prerent  side   motion,  use  rivets  in 
s<ead  of  bolts,  and  insert  plates 
or  1-16"  thick,  or  both,  between  top 
ages  of  beam*  and  columns,  thus ; 
If  the  space  is  large,  cast  Iron  may, 
in    addition    10    the    thin  wrought 
plates,  be  used  to  advantage,  thus : 

.  o. 


tfifaffy  TOo  n.  ' 


10",  9"  &  8"  Beams 

8-8  Tons. 
The  numoer  of  tons  indicated  denote  the  end  reactions  due  to  the  loading  on 

each  beam,  and  for  which  the  connections  are  proportioned. 
Rivets  and  bolts,  %"  diameter.     All  bolts  through  beams  have  bevelled  heads. 

56 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


CONSTRUCTIONAL  DETAILS. 

Fig.l.  >\  ^-\     Fig.  3. 


Fig.  a. 


Fig.  4. 


Fig.  6. 


Fig.  7. 


Fig.  8. 


Fig.  9.  Fig.  10. 


Fig.  11.  Fig.  13.  Fig.  13. 

m  f 


frfl 


Fig.  14.  '  Fig.  15.  Fig.  16.  Fig.l 


H  I 


57 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


METHOD   OF  INCREASING-  SECTIONAL 
AREAS. 


.  4. 


Fig.  5. 


58 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

GENERAL  NOTES  ON  FLOORS. 

Examples  of  floor  joists  and  their  connections,  of  common 
occurrence,  are  shown  on  page  57,  Figures  1  and  3.  Girders 
consisting  of  two  I-beams,  or  more,  side  by  side,  as  in  Figures  16 
and  13,  should  be  connected  by  means  of  bolts  and  cast-iron  sep- 
arators, fitting  closely  between  the  flanges  of  the  beams.  The 
office  of  these  separators  is,  in  a  measure,  to  hold  in  position  the 
compression  flanges  of  the  beams,  preventing  side  deflection  or 
buckling,  and  to  unite  the  two  beams  so  as  to  cause  them  to  act 
in  unison  as  regards  verticle  deflection.  Separators  should  be 
provided  near  the  supports  and  at  points  where  heavy  loads  are 
imposed,  otherwise  at  regular  intervals  of  from  5  to  6  feet; 
these  are  shown  in  Figures  9  and  10.  Their  weights  range 
from  Iy2  Jfos.  for  the  light  3",  to  31%  fbs.  for  the  heaviest  section 
of  24"  beams.  Complete  tables  for  the  weights  of  separators  for 
I-beams  are  given  on  page  47. 

On  page  57,  Figures  1  and  3  show  different  methods  of  con- 
necting beams  with  each  other.  Figure  1  represents  the  floor 
beam  coped  to  the  girder  and  joined  to  it  by  the  means  of  a  pair 
of  connecting  angles,  which  are  usually  riveted  to  the  floor  beam 
and  bolted  to  the  girder.  Notes  on  standard  sizes  of  these  con- 
necting angles,  and  the  number  of  bolts  and  rivets  required  for 
all  sizes  of  I-beams,  are  given,  with  illustrations,  on  pages  49 
and  50.  Figure  3  on  page  57  indicates  the  method  of  connect- 
ing the  floor  beams  with  the  girders  when  they  rest  on  top  of  the 
latter.  In  this  case  the  floor  beams  are  secured  by  means  of  a 
pair  of  wrought  iron  clips,  shown  in  Figure  2,  shaped  so  as  to 
closely  fit  the  top  flange  of  the  girder  and  either  bolted  or  riveted 
to  the  lower  flange  of  the  floor  beam,  on  opposite  sides  of  the 
same. 

The  old  method  of  construction  for  fire-proof  floors  in  build- 
ings is  by  means  of  brick  arches.  These  usually  consist  of  a 


59 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

single  4"  course  of  brick,  with  a  rise  at  the  center  of  3  or  4  inches 
and  resting  on  the  lower  flanges  of  the  I-Beams,  against  brick 
skewbacks.  This  method  of  construction  is  illustrated  on  page 
61.  Figure  7.  In  case  the  floor  is  designed  for  very  heavy  loads 
several  courses  of  brick  should  be  used.  The  floor  beams  should 
be  placed  about  5  or  6  feet,  center  to  center.  A  convenient  de- 
vice for  centering  the  arches  consists  of  wooden  frames,  called 
centers,  suspended  by  iron  hooks  from  the  lower  flanges  of  the 
beams,  and  detachable  on  one  side  so  that  they  may  be 
shifted  at  pleasure  as  the  work  progresses.  The  space  above  the 
arches  is  filled  with  concrete,  in  which  are  embedded  wooden 
strips  for  securing  the  flooring.  To  finish  the  ceiling  below, 
plaster  is  generally  applied  on  the  bottom  of  the  arches,  directly 
to  the.  brick  work.  The  horizontal  thrust  of  the  arches  is 
provided  for  by  the  use  of  tie  rods,  from  %"  to  %"  diameter, 
spaced  along  the  center  line  of  the  beams,  or  a  little  below,  at 
regular  intervals  of  from  5  to  7  feet.  The  thrust  of  these  arches 

1.5WL2  . 

per  lineal  foot  can  be  found  by  the  formula  T= — — —  in  which 

K 

W  is  equal  to  the  load  per  square  foot,  R  the  rise  of  the  arch  in 
inches,  and  L  the  span  in  feet.  The  tie  rods  in  the  arch  abutting 
against  the  wall  are  securely  anchored  to  the  wall ;  an  angle, 
channel  or  simply  a  wall  plate  can  be  used  to  support  the  arch 
and  to  properly  distribute  the  load  upon  the  wall.  The  weight 
of  a  fire-proof  floor  of  this  description,  that  is,  4"  brick  arches, 
concrete  and  flooring,  exclusive  of  the  weight  of  the  beams,  will 
average  about  70  pounds  per  square  foot. 

Corrugated  sheet  may  be  used  instead  of  the  brick  arches.  It 
is  placed  against  the  lower  flanges  of  the  I-beams,  and  thus  se- 
curely held  in  position,  while  the  space  above  is  filled  with  grouting. 
Tie  rods  are  used  the  same  as  in  the  previous  case.  The  distance 
between  beams  should  be  limited  to  5  or  6  feet.  The  corrugated 
sheet  is  usually  left  exposed  below  to  form  the  ceiling,  and  it  is  thus 

6O 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

open  to  the  objection  that  the  moisture  in  the  atmosphere  may  con- 
dense upon  the  surface  of  the  sheet  in  sufficient  quantities  to  drop  into 
the  room  below.  Ceilings  of  this  kind  should  there  fore  be  restricted 
in  their  use,  or  the  sheets  properly  protected  from  contact  of  the  air 

Two  modern  types  of  fire-proof  floor  constructions,  and 
which  have  grown  in  favor  so  rapidly  as  to  be  used  now  almost 
to  the  exclusion  of  all  others,  are  illustrated  on  page  51,  Figures 
4  and  5.  The  arches  in  this  case  are  formed  of  hollow  blocks, 
consisting  of  burnt  fire-clay  or  similar  refractory  material.  These 
are  furnished  by  the  manufacturers  in  a  great  variety  of  patterns 
and  of  a  strength  to  meet  the  desired  requirements. 

In  regard  to  their  composition,  there  may  be  said  to  exist  two 
distinctive  varieties. 

In  the  first,  known  as  hollow  pottery,  the  material  consists  of 
burnt  fire-clay,  and  differs  from  the  second  variety,  called 
"porous  earthenware,"  in  being  thinner,  harder,  and  more 
compact. 

In  the  second  variety  the  clay,  before  it  is  burnt,  is  mixed  in 
considerable  proportions  with  sawdust  and  finely- cut  straw, 
which,  being  consumed  during  the  process  of  burning,  leaves  the 
material  in  a  finely  honeycombed  state. 

Figures  4  and  5,  on  page  51,  show  two  methods  of  construc- 
tion of  hollow  pottery  and  porous  earthenware  arches.  The 
method  illustrated  by  Figure  4  is  the  later  and  better. 

From  tests  recently  made  it  appears  that  this  latter  construc- 
tion gives  the  best  results  in  regard  to  strength.  This  is  evi- 
dently due  to  the  fact  that  the  full  section  of  the  material  is 
placed  in  its  most  advantageous  position  to  take  the  direct 
pressure  coining  thereon. 

When  used  in  floor  construction  both  varieties  of  arches  are 
backed  to  the  depth  of  several  inches  with  concrete,  in  which 
are  embedded  wooden  strips  to  which  the  floor  planking  is 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

secured.  The  joints  are  all  made  radial,  and  the  blocks  should 
be  thoroughly  cemented  together.  They  are  made  to  project 
about  1  inch  below  the  bottom  flange  of  the  I-beams,  which  are 
further  protected  by  the  insertion  of  a  thin  strip  of  tile.  The 
weight  and  cost  of  both  hollow  pottery  and  porous  earthenware 
are  about  the  same,  and,  through  their  superior  lightness,  possess 
an  important  advantage  over  the  brick  arch.  The  saving  in 
weight  amounts  to  from  40  to  50  per  cent.,  thus  warranting  more 
economical  proportions  for  the  steel  framing,  while  in  other  re- 
spects the  cost  of  this  construction  is  about  the  same.  The 
weight  of  these  arches  per  square  foot  of  floor,  without  plaster- 
ing, concrete  or  flooring,  is  about  as  follows : 

12"  arches,  used  for  warehouses,         45  K)s. 
10"      "         "       "    theatres,  36  ft>s. 

8"      "         "       "   office  buildings,  30  Ibs. 
6"       "         "       "   light  purposes,    22  K>s. 

For  long  spans  or  unusually  heavy  loads  special  arches  should 
be  constructed.  A  combination  arch,  to  satisfy  this  purpose  is 
shown  on  page  51,  Figure  6.  It  consists  of  hollow  fire-proof 
blocks  of  the  ordinary  dimensions,  as  used  for  partitions,  from  4X/ 
to  12/x  wide  and  about  12/x  in  depth,  set  end  to  end  and  sup- 
ported by  steel  or  iron  tension  straps  fastened  by  good  and  sub- 
stantial means  to  the  webs  or  upper  flanges  of  the  beams.  These 
straps  must  be  of  sufficient  strength  and  placed  between  the 
successive  rows  of  the  fire-proof  blocks.  The  space  over  the 
straps  and  between  the  fire-proof  blocks  is  filled  up  with 
Portland  cement,  thus  uniting  the  blocks  and  producing  a 
solid  floor.  The  fire-proofing,  therefore,  no  longer  serves  the 
function  of  an  arch,  but  merely  takes  the  compression  caused 
by  the  strap,  whose  tendency  is  to  pull  the  floor  beams  together. 

The  straps  should  be  at  least  l^x/wide  and  not  less  than  tf^'va. 
thickness.  Tests  made  by  The  Carnegie  Steel  Company,  Limited, 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

with  this  combination  construction  have  given  very  satisfactory 
results. 

The  following  are  the  usual  assumptions  made  in  good  practice 
for  superimposed  loads  : 

Floors  of  dwellings  and  offices,  70  ft)s.  per  sq,  ft. 

"       "   churches,  theatres  and  ball  rooms,     125  ft»s    «     "   " 
"       "    warehouses,  200  to  250  Ibs,   "     "   " 

"      for  heavy  machinery,  250  to  400  fts.   "     "   " 

It  has  been  shown  by  a  careful  investigation  that  the  weight 
of  a  crowd  of  people,  densely  packed,  will  not  exceed  80  flbs.  per 
square  foot. 

The  cost  of  fire-proof  floor  construction  has  been  further  greatly 
reduced  by  the  substitution  of  steel  for  iron  in  the  manufacture  of 
I-beams  and  channels.  The  former  material  recommends  itself, 
not  only  for  its  superior  strength,  but  also  by  its  use  the  rolling 
of  much  lighter  sections  than  in  iron  has  been  rendered  practi- 
cable. These  advantages  are  now  universally  conceded,  and  in 
view  of  this  fact,  The  Carnegie  Steel  Company,  Limited,  have 
discarded  the  use  of  iron,  and  the  manufacture  of  structural 
shapes  consists  entirely  of  steel. 

Where  girders  extend  below  bottom  of  floor  beams,  they  are 
made  fire  proof  by  surrounding  them  with  hollow  earthenware 
blocks  especially  made  to  fit  the  bottom  of  the  beams,  as  shown 
on  page  51,  Figures  1,  2  and  8. 

An  example  of  fire-proof  tile  construction,  as  applied  to  ceilings 
and  roofs,  is  given  on  page  52,  Figure  2.  For  ceilings  the  Tees 
are  suspended  from  the  lower  flanges  of  the  I-beams  at  intervals 
of  12"  or  15 ',  and  support  a  layer  of  very  thin  tile,  weighing  about 
5  pounds  per  square  foot,  to  which  the  plastering  is  applied.  For 
roofs  somewhat  heavier  Tees  are  used,  resting  on  the  top 
flanges  of  the  I-beams  and  spaced  about  18"  apart.  The  tiling, 
weighing  about  10  ft>s.  per  square  foot,  may  be  covered  with 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

concrete,  then  with  a  layer  of  felt  and  gravel,  or,  in  the  case  of 
slate  roofs,  the  slate  may  be  nailed  directly  to  the  tiling. 

A  semi- fire-proof  construction  is  shown  on  page  52,  Figure  1, 
and  consists  of  angles  resting  on  the  top  of  the  floor  beams, 
and  supporting  wooden  strips.  The  finished  floor  can  be  directly 
nailed  on  these  latter,  which  are  spaced  from  12  to  16  inches  apart. 
The  ceiling  is  composed  of  wire  lathing,  which  is  fastened  to 
Tees  suspended  from  the  floor  beams  and  spaced  about  16X/ 
apart.  The  plastering  is  directly  attached  to  the  wire  lathing, 
and  thus  a  level  ceiling  is  obtained. 

Wire  lathing  can  also  be  used  to  good  advantage  in  fire-proofing 
columns  and  girders,  and  has  shown  itself  to  be  of  great  utility 
in  many  instances  where  hollow  pottery  could  not  be  used. 

On  page  52,  Figure  3,  is  given  an  elevation  and  section  of  three 
methods  used  for  the  construction  of  fire-proof  partitions.  One 
consists  of  the  ordinary  fire-proof  square  blocks,  set  with  broken 
joints  and  held  at  intervals  with  light  I-beams,  which  take  the 
place  of  wood  studding. 

In  the  second  me  hod,  the  space  between  the  I-beams  is  filled 
with  a  new  material  called  plaster  boards.  The  third  method 
consists  of  wire  lathing  attached  to  the  flanges  of  the  I-beams 
and  stiffened  at  intervals  of  2  feet  with  'angles.  In  all  these 
methods  plastering  is  applied  directly  to  the  surfaces  in  the 
usual  manner. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


GIRDERS  IN  BUILDINGS. 

In  the  design  of  a  building,  cases  may  occur  where  a  single 
I-beam  girder  will  not  answer.  It  may  be  found  desirable  to 
increase  the  lengths  of  the  spans  so  as  to  reduce  the  number  of 
supporting  columns  to  a  minimum,  or  perhaps  heavy  concen- 
trated loads,  such  as  vaults,  brick  walls,  etc.,  will  render  single 
I-beam  girders  inadequate.  On  page  57,  Figs.  11  to  17,  inclusive, 
are  shown  various  forms  of  girders  that  may  be  used  in  such 
cases  Where  the  ends  of  the  girders  rest  upon  the  wall,  steel 
bearing  plates  (Figs.  12  and  13),  should  be  used  to  distribute  the 
pressure  over  a  greater  surface,  and  thereby  prevent  the  crush- 
ing of  the  material  in  the  wall  directly  under  the  girder.  In 
some  cases  a  tough,  large  stone  will  answer  without  the  plates 
(Fig.  11),  but  where  the  pressure  is  heavy,  both  plates  and  stone 
should  be  used  (Fig.  13). 

The  allowed  pressure  per  square  foot  for  brick  work  should 
not  exceed  six  tons,  and  for  stone,  twelve  to  twenty  tons,  accord- 
ing to  its  character. 

For  spanning  openings  'in  brick  walls,  girders  composed  ot 
two  or  more  I-beams,  connected  by  bolts  and  separators  (Figs. 
13  and  16,  page  57),  are  most  commonly  used. 

The  probable  line  of  rupture,  where  the  bricks  have  been  laid 
regularly,  if  the  girder  should  fail,  will  be  found  to  be  inside  of 
the  sides  of  an  isosceles  triangle  whose  base  is  the  span  and 
whose  height  is  y$  °f  tne  span.  In  order  to  be  entirely  on  the 
safe  side,  the  weight  of  wall  between  vertical  lines  directly  over 
the  girder  for  a  height  equal  to  that  of  the  triangle  is  frequently 
adopted  as  the  load  to  be  earned.  It  should  be  noted  however 
that  for  green  walls  or  walls  having  openings,  this  rule  does  not 
apply. 

Placing  the  weight  of  brick  work  at  112  flbs.  per  cubic  foot,  the 
weights  per  superficial  foot  for  different  walls  are  as  follows  : 

For  9"  wall 84  Ibs. 

"13     « 121    « 

"18     « 168  « 

"22     "     205  « 

"  26     « .  243  « 


65 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


EXPLANATION  OF  TABLES  ON  CARNEGIE 
SECTIONS. 

PAGES  70  TO  90,  INCLUSIVE. 

These  tables  have  been  calculated  for  the  lightest  weights  to 
which  each  shape  or  pattern  can  be  rolled.  Heavier  weights 
can  be  rolled  in  the  same  grooves  by  separating  the  rolls,  but 
they  are  not  kept  in  stock,  and  can  only  be  obtained  by  special 
rolling. 

The  tables  on  pages  71  to  73  for  I-beams,  give  the  loads 
which  a  beam  will  carry  safely  (distributed  uniformly  over  its 
length)  for  the  distances  between  supports  indicated.  These  loads 
include  the  weight  of  the  beam,  which  must  be  deducted  in  order 
to  arrive  at  the  net  load  which  the  beam  will  carry.  On  pages 
74  to  82,  will  also  be  found  the  safe  loads  for  other  sections. 

For  beams  of  heavier  sections  than  those  calculated  in  the 
tables,  a  separate  column  of  corrections  is  given  for  each  size, 
stating  the  proper  increase  of  safe  load  for  every  additional  pound 
in  the  weight  per  foot  of  beam.  The  values  given  are  based  on 
a  maximum  fiber  strain  of  16,000  R>s.  per  square  inch  for  I-beams 
and  channels,  while  for  other  shapes,  12,000  ft>s.  has  been  used. 

It  has  been  assumed  in  these  tables  that  proper  provision  is 
made  for  preventing  the  compression  flanges  of  the  beams  from 
deflecting  sideways.  They  should  be  held  in  position  at  distances 
not  exceeding  twenty  times  the  width  of  the  flange,  otherwise  the 
strain  allowed  should  be  reduced  as  per  table,  page  69. 

In  some  instances  deflection,  rather  than  absolute  strength, 
may  become  the  governing  consideration  in  determining  the  size 
of  beam  to  be  used.  For  beams  carrying  plastered  ceilings,  for 
example,  it  has  been  found  by  practical  tests  that,  if  the 
deflection  exceeds  ^^th  of  the  distance  between  supports,  or 
3^th  of  an  inch  per  foot  of  this  distance,  there  is  danger  of  the 
ceiling  cracking.  This  limit  is  indicated  in  the  following  tables 
by  cross  lines,  beyond  which  the  beams  should  not  be  used,  if 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

intended  to  carry  plastered  ceilings,  unless  the  allowable  loads 
given  in  the  tables  are  reduced.  There  is  an  element  of  safety 
not  taken  into  account  in  the  tables,  viz.,  the  fact  that  the  dead 
load  of  the  floor  is  carried  by  the  beams  before  the  plaster  is 
applied ;  consequently,  only  the  deflection  due  to  the  live  load  is 
liable  to  cause  damage  to  the  plaster.  The  following  method 
can  be  used  to  obtain  the  reduced  loads : 

Multiply  the  load  given  immediately  above  the  cross  line  by  the 
square  of  the  corresponding  span,  and  divide  by  the  square  of  the 
reqtiired  span  ;  the  result  "will  be  the  required  load.  See  exam- 
ple III,  page  ?&. 

A  table  of  deflections  of  Carnegie  sections  is  given  on  page 
70.  It  may  generally  be  assumed,  both  for  rolled  and  built 
beams  that  the  above  limit  is  not  exceeded  so  long  as  tbe  depth 
of  the  beam  is  not  less  than  J-^th  of  the  distance  between  sup- 
ports (fa  inch  per  foot). 

Inasmuch  as  the  carrying  capacity  of  beams  increases  largely 
with  their  depth,  and  it  is  therefore  economical  to  use  the  greatest 
depth  of  beam  consistent  with  the  other  conditions  to  which  it  i> 
necessary  to  conform,  (as  clear  height,  etc.),  the  above  cases  of 
extreme  deflection  will  rarely  be  met  with  in  practice. 

As  the  deflection  of  beams  is  not  very  uniform  in  either  iron  or 
steel,  the  question  of  the  relative  deflection  of  iron  and  steel 
beams  can  be  decided  only  from  the  average  results  of  a  large 
number  of  tests.  Such  experiments  as  have  been  made,  though 
insufficient  in  number  to  be  conclusive,  indicate  that  a  steel  beam 
will  deflect  slightly  less  than  an  iron  beam  of  the  same  section, 
under  the  same  load,  in  about  the  inverse  ratio  of  the  moduli  of 
elasticity  for  these  materials  as  generally  assumed,  or  say  as  14 
to  15. 

The  tables  on  pages  83  t"  90,  inclusive,  for  I-beams  give  the 
proper  spacing,  center  to  cenier  of  beams,  for  loads  varying  from 
100  to  175  Ibs.  per  square  foot,  and  for  spans  ranging  in  length 
from  5  to  30  feet.  The  spacing  of  beams  is  inversely  propor- 
tionate to  the  loads ;  therefore,  for  a  load  not  given  in  the  table, 
as  for  instance,  200  Ibs.  per  square  foot,  divide  the  spaces  given 
for  100  R)s.  per  square  foot  by  2,  etc. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


EXAMPLES  OP  APPLICATION  OF  TABLES. 

I.  What  will  be  the  most  economical  arrangement  of  floor 
beams  and  girders   for  carrying  a  load   of  150  R)s.,  including 
weight  of  floor,  assuming  the   floor  to  be  supported  by  brick 
arches  resting  between  the  beams  and  carrying  a  plastered  ceil- 
ing below  ? 

Answer  :  The  spacing  of  floor  beams  for  brick  arches,  as  stated 
above,  should  not  exceed  6  feet.  Referring  to  pages  87  and  88, 
we  find  the  deepest  I-beam  corresponding  to  this  space  (above 
horizontal  cross  lines)  to  be  a  9/x  I,  21.0  R)s.,  with  a  length  of 
span  of  15  feet.  The  girders  to  which  the  floor  beams  are 
framed  should,  therefore,  be  spaced  15  feet  apart,  and  from  the 
table  we  find  that  either  a  20"  I,  64  Jbs.,  23  feet  long,  or  a  15X/ 
I,  50  Ibs.,  18  feet  long,  will  answer.  By  using  the  former,  the 
number  of  supporting  columns  will  be  reduced,  but  the  weight 
of  the  girders  increased.  The  relative  cost  must  be  determined 
by  the  circumstances  of  the  case  ?'.  e.,  length  of  columns,  etc. 
The  headroom  required  may  render  it  necessary  to  use  a  double 
girder  of  shallower  beams,  say  2 — 10/x  I-beams,  25  Ibs,  15 
feet  long. 

II.  What  size  and  weight  of   beam  19'    6X/  long  in    clear 
between  walls,  and  therefore,  20'  0/x  long  between  centers  of 
supports,  will  be  required  to  carry  safely  a    uniformly  distributed 
load  of  16  tons,  the  weight  of  the  beam  included? 

Answer:  From  the  table  for  safe  loads  of  I-beams,  a  15/x  I,  41.0 
R)s.,  will  carry  safely,  for  a  span  of  20  feet,  15.08  tons,  or  0.92  tons 
less  than  required  in  this  case.  From  the  next  column  we  find 
that  for  every  pound  increase  in  weight  of  beam,  we  may  add 
0.20  tons  to  the  load.  Hence,  for  0.92  tons,  we  must  increase 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


the  weight  per  foot  of  beam  by  0.92-=-0.20  =  4.6  K>s.,  i.  e., 
the  beam  required  should  weigh  41.0 -f- 4.6  =  45.6  lt>s.  per 
foot. 

III.  What  load  uniformly  distributed,  including  its  own 
weight,  will  a  15"  I-beam,  weighing  50.0  fbs.  per  foot, 
carry  for  a  span  of  30  feet,  without  deflecting  sufficiently  to  en- 
danger a  plastered  ceiling? 

Answer  :  From  the  table  for  safe  loads  of  I-beams  we  find,  at 
the  limit  indicated  for  plastered  ceilings,  that  a  15"  50  It),  beam 
will  carry  safely  a  uniform  load  of  15.06  tons  over  a  span  of  25 
feet.  In  order  not  to  give  rise  to  undue  deflection,  the  safe  load 
for  a  30  foot  span,  according  to  the  rule  given  on  page  67  will  be 


15.06  X  25 : 


'=10.46  tons. 


BEAMS  WITHOUT  LATERAL  SUPPORT. 


Lergth  of  Beam. 


20  times  flange  width. 
30     "         "  " 

40     «         «  « 

50  "  "  " 
60  "  "  " 
70  «  "  " 


Proportion  of  Tabular  Load  Forming 
Greatest  Safe  Load. 


Whole  tabular  load. 


A 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


DEFLECTION  COEFFICIENTS  FOB  CABNEG-IE 
SHAPES,   G-IVEN  IN  64ths   OF  AN   INCH. 


DISTANCE  BETWEEN  SUPPORTS,  IN  FEET. 


Index. 

6 

8 

10 

12 

14 

16 

18 

20 

22 

O.S.    . 

0'.  S.  . 
G.I.    . 
0'.  I.  . 

38.1 
29.8 
30.7 
25.6 

67.8 
53.0 
54.6 
45.5 

105.9 
82.8 
85.3 
71.1 

152.5 
119.2 
122.9 
102.4 

207.6 
162.2 
167.3 
139.4 

271.2 
211.8 
218.4 
182.0 

343.2 
268.1 
276.5 
230.4 

423.7 
331.0 
341.3 

284.4 

512.7 
400.5 
413.0 
344.2 

Coefficient 
Index. 

DISTANCE  BETWEEN  SUPPORTS,  IN  FEET. 

24 

26 

28 

.30 

32 

34 

36 

38 

40 

C.  S.    . 

0'.  S.  . 
C.I.    . 
0'.  I.  . 

610.2 
476.6 
491.5 
409.6 

716.1 
559.4 
576.8 
480.7 

830.5 
648.8 
669.0 
557.5 

953.4 
744.8 
768.0 
640.0 

1085.0 
847.4 
873.8 
728.2 

1225.0 
956.6 
986.4 
822.0 

1373.0 
1073.0 
1106.0 
921.6 

1530. 
1195. 
1232. 
1027. 

1695. 
1324. 
1365. 
1138. 

Figures  given  opposite  C.  S.  and  C/.  S.  are  the  deflection  coeffi- 
cients for  steel  shapes,  subject  to  transverse  strain  for  varying 
spans,  under  their  maximum  uniformly  distributed  safe  loads, 
derived  from  a  fiber  strain  of  16000  and  12500  respectively  ; 
the  modulus  of  elasticity  being  taken  at  29,000,000.  Figures  given 
opposite  C.  I.  and  C'.  I.  are  for  iron  beams,  under  their  uniformly 
distributed  safe  loads,  derived  from  a  fiber  strain  of  12000  and 
loooo  respectively,  the  modulus  of  elasticity  being  taken  at 
27,000,000.  To  find  the  deflection  of  any  symmetrical  shape 
used  as  a  beam  under  its  corresponding  safe  load,  divide  the 
coefficients  given  in  the  above  tables  by  the  depth  of  the  beam. 
This  applies  to  such  shapes  as  I-Beams,  channels,  Z-bars,  etc. 
For  those  beams  having  unsvmmetrical  axes,  such  as  tees,  angles, 
etc.,  divide  by  twice  the  greatest  distance  of  the  neutral  axis  from 
the  outside  fibre. 

EXAMPLE: — Required  the  deflection  of  a  I2X/  I-Eeam,  32  Ibs., 
20  ft.  span  under  its  maximum  uniformly  distributed  safe  load  of 
9.88  tons,  as  given  on  page  71-  The  above  tables  give  423.7  as  the 
deflection  coefficient;  dividing  this  by  12,  gives  35.3  as  the 
required  deflection  in  64ths  of  an  inch. 

For  deflections  due  to  different  systems  of  loading,  see  page  96. 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


SAFE  LOADS,  UNIFORMLY  DISTRIBUTED,  FOR 
CARNEGIE  I-BEAMS. 

IN  TONS  OF  2,OOO  LBS 


II' 

15 

24". 

Add  for  every  Ib. 
increase  in  weight. 

20"  I. 

Add  for  every  Ib. 
increase  in  weight.  ! 

15"  I. 

Add  for  every  Ib. 
increase  in  weight.  | 

12"  I. 

IAdd  for  every  Ib. 
increase  in  weight. 

80 

Ibs. 

80 

Ibs. 

64 
Ibs. 

80 
Ibs. 

60 
Ibs. 

50 
Ibs. 

41 
Ibs. 

40 
Ibs. 

32 

Ibs. 

12 

76.27 

0.53 

64.40 

50.93 

0.44 

46.58 

38.18 

31.39 

25.13 

0.33 

20.84 

1647 

0.26 

13 

70.41 

0.49 

59.45 

47.01 

0.40 

42.99 

35.24 

2897 

23.20 

0.30 

19.24 

15.20 

0.24 

14 

65.38 

0.46 

55.20 

43.66 

0.37 

39.93 

32.72 

26.90 

21.54 

0.28 

17.86 

14.12 

0.22 

15 

61.02 

0.43 

51.52 

40.75 

0.35 

37.26 

30.54 

25,11 

20.10 

0.26 

16.67 

13.18 

0.21 

16 

57.20 

0.40 

48.30 

38.20 

0.33 

34.93 

28.63 

23.54 

1885 

0.25 

15.63 

12.35 

0.20 

17 

53.84 

0.38 

45.46 

35.95 

0.31 

32.88  1  26.95 

22.16 

17.74 

0.23 

14.71 

11.63 

0.18 

18 

50.85 

0.36 

42.93 

33.96 

0.29 

31.05 

25.45 

20.93 

16.75 

0.22 

13.90 

10.98  JO  17 

19 

48.17 

0.34 

40.67 

32.17 

0.28 

29.41 

24.11 

19.82 

15.87 

0.21 

13.17 

10.40 

0.17 

20 

45.76 

0.32 

38.64 

30.56 

0.26 

27.94 

22.91 

18.83 

15.08 

0.20 

12.51 

9.88 

0.16 

21 

43.58 

0.30 

36.80 

29.10 

0.25 

26.61 

21.81 

17.93 

14.36 

0.19 

11.91 

9.41(0.15 

22 

41.60 

029 

3513 

27.78 

0.24 

25.40 

J20.82 

17.12 

13.71 

0.18 

11.37 

8.9810.14 

23 

39.79 

0.28 

33.60 

26.58 

0.23 

24.30" 

19.92 

16.37 

13.11 

0.17 

10.87 

8.59 

0.14 

24 

38.14 

0.27 

32.20 

25.47 

0.22 

23.29 

19.09 

15.69 

12.57 

0.16 

10.42 

8.23 

0.13 

25 

36.61 

0.26 

30.91 

24.45 

0.21 

22.35 

18.33 

15.06 

12.06 

0.16 

10.01 

7.90 

0,13 

26 

35.20 

0.25 

29.72 

23.51 

0.20 

21.50 

17.62 

14.48 

11.60 

0.15 

9.62 

7.60 

0-12 

27 

33.90 

0.24 

28.62 

22.64 

0.19 

20.70 

16.97 

13.95 

11.17 

0.15 

9.26 

7.32 

0-12 

28 

32.69 

0.23 

27.60 

21.83 

0.19 

19.96 

1636 

13.45 

10.77 

0.14 

8.93 

7.06 

0.11 

29 

31.56 

0.22 

26.65 

21.08 

0.18 

19.27 

15.80 

1298 

10.40 

0.14 

8.62 

6.82S011 

30 

30.51 

0.21 

25.76 

20.37 

0.17 

18.63 

15.27 

12.55 

10.05 

0.13 

8.34 

6.59(0.10 

31 

29.52 

021 

24.93 

19.72 

0.17 

18.03 

14.78 

12.15 

9.73 

0.13 

8.07 

6.3710.10 

32 

28.60 

0.20 

24.15 

19.10 

0.16 

17.46 

14.32 

11.77 

9.43 

0.13 

7.81 

6.18  0.10 

33 

2773 

0.19 

23.42 

18.52 

0.16 

16.94 

13.88 

11.41 

9.14 

0.12 

7.58 

5.99 

010 

34 

26.92 

019 

22.73 

17.97 

0.15 

16.44 

13.48 

11.08 

8.87 

0.11 

7.36 

581 

0.09 

35 

26.15 

0.18 

22.08 

17.46 

0.15 

15.97 

1309 

10.76 

8.62 

0.11 

7.14 

5.65 

0.09 

36 

25.42 

0.18 

21.47 

16.98 

0.15 

15.52 

13.73 

10.46 

8.38 

0.11 

6.95 

5.49 

0.09 

Safe  loads  given  include  weight  of  beam.     Maximum  fiber  strain, 
6,000  Ibs.  per  square  inch. 


71 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR  CARNEGIE  I  BEAMS. 

IN  TONS  OF  2.000  LBS. 

Distance  between 
supports  in  feet. 

10"  I. 

IAdd  for  every  Ib. 
increase  in  weight. 

£i 

Add  for  every  Ib. 
increase  in  weight. 

ii 

n 

Add  for  every  Ib. 
increase  in  weight. 

1"  I. 

ff 

33 

Ibs. 

25 

Ibs. 

21 
Ibs. 

18 
Ibs. 

15 
Ibs. 

12 

14.33 

10.88 

0.22 

8.33 

0.20 

5 

15.40 

0.42 

11.58 

0.37 

13 

13.23 

10.05 

0.20 

7.69 

0.18 

6 

12.83 

0.35 

9.65 

0.31 

14 

12.29 

9.33 

0.19 

7.14 

0.17 

7 

11.00 

0.30 

8.27 

0.26 

15 

16 

17 

11.47 
10.75 

10.12 

8.71 
8.16 

0.17 
0.16 

0.15 

6.66    0.16 
6.25    0.15 

5.88    0.14 

8 
9 

10 

9.63 
8.56 

7.70 

0.26 
0.23 

0.21 

7.24 
6.43 

5.79 

0.23 
0.20 

0.18 

7.68 

18 

9.56 

7.26 

0.15 

5.55 

0.13 

11 

7.0.0 

0.19 

5.27 

0.17 

19 
20 

21 

9.05 
8.60 
8.19 

6.87 
6.54 
6.22 

0.14 
0.13 
0.12 

5.26 
5.00 

4.76 

0.12 
0.12 
0.11 

12 
13 
14 

6.42 
5.92 

0.17 
0.16 
0.15 

4.83 

0.15 
0.14 
0.13 

4.45 
4.14 

5.50 

22 

7.82 

5.94 

0.12 

4.54 

0.11 

15 

5.13 

0.14 

3.86 

0.12 

23 

7.48 

5.69 

0.11 

4.35 

0.10 

16 

4.81 

0.13 

3.63 

0.11 

24 

7.17 

5.45 

0.11 

4.17 

0.10 

17 

4.53 

0.12 

3.41 

0.11 

25 

6.88 

5.23 

0.10 

4.00 

0.09 

18 

4.28 

0.12 

3.22 

0.10 

26 

6.62 

5.02 

0.10 

3.84 

0.09 

19 

4.05 

0.11 

3.04 

0.10 

27 

6.37 

484 

0.10 

3.70 

0.09 

20 

3.85 

0.10 

2.90 

0.09 

28 

6.14 

4.67 

0.09 

3.57 

0.08 

21 

3.67 

0.10 

2.76 

0.09 

29 

5.93 

4.51 

0.09 

3.45 

0.08 

.    . 

30 

5.73 

4.36 

0.09 

3.33 

0.08 

Safe  loads  given,  include  weight  of  beam.      Maximum  fiber 

strain,  16,000  Ibs.  per  square  inch. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR  CARNEGIE  I  BEAMS. 

IN  TONS  OF  2,000   LBS. 

If 
Iff 

6"  I. 

Add  for  every  Ib. 
increase  in  weight. 

5"  I. 

Add  for  every  Ib. 
increase  in  weight. 

4"  I. 

Add  for  every  Ib. 
increase  in  weight 

3"  I. 

Add  for  euery  Ib. 
increase  in  weight. 

13 

Ibs. 

10 
Ibs. 

7 
Ibs. 

6 
Ibs. 

5 

8.35 

0.31 

5.29 

0.26 

3.04 

0.21 

1.86 

0,16 

6 
7 
8 
9 

6.96 
5.96 
5.22 
4.64 

0.26 
0.22 
0.20 
0.17 

4.41 
3.78 
3.31 

0.22 
0.19 
0.16 
0.15 

2.54 
2.17 

0.17 
0.15 
0.13 
0.12 

1.55 

0.13 
0.11 
0.10 
0.09 

1.33 
1.16 
1.03 

1.90 
1.68 

2.94 

10 
11 

4.18 

0.16 
0.14 

2.65 
2.40 

0.13 
0.12 

1.52 
1.38 

0.10 
0.10 

0.93 
0.84 

0.08 
0.07 

3.80 

12 

3.48 

0.13 

2.20 

0.11 

1.27 

0.09 

0.77 

0.06 

13 

3.21 

0.12 

2.03 

0.10 

1.17 

0.08 

0.71 

0.06 

14 

2.98 

0.11 

1.89 

0.09 

1.09 

0.07 

0.66 

0.05  • 

15 

2.78 

0.10 

1.76 

0.09 

1.02 

0.07 

0.62 

0.05 

16 

2.61 

0.10 

1.65 

0.08 

0.95 

0.07 

0.58 

0.05 

17 

2.46 

0.09 

1.56 

0.08 

0.89 

0.06 

0.55 

0.04 

18 

2.32 

0.09 

1.47 

0.07 

0.84 

0.06 

0.52 

0.04 

19 

2.20 

0.08 

1.39 

0.07 

0.80 

0.06 

0.49 

0.04 

20 

2.09 

0.08 

1.32 

0.07 

0.77 

0.05 

0.46 

0.04 

21 

199 

0.07 

1.26 

0.06 

0.73 

0.05 

0.44 

0.03 

Safe  loads  given,  include  weight  of  beam.      Maximum  fiber 

strain,  16,000  Ibs.  per  square  inch. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE   LOADS,  IN  TONS  OP  2,000  LBS.,   UNI- 
FORMLY DISTRIBUTED,  FOR  CARNEGIE 
DECK  BEAMS  AND  BULB  ANGLES. 

o.a 

a 

10 

10 
9 
9 
8 
8 
7 
7 
6 
6 

|l 

3570 

27.23 
30.00 
26.00 
24.48 
20.15 
23.46 
18.11 
18.36 
15.30 

Maximum  Fiber  Strain,  12,000  Ibs.,  per  square  inch. 

DECK  BEAMS—  DISTANCE  BETWEEN  SUPPORTS,  IN  FEET. 

5 

6 

7 

8 

12.82 
10.58 
9.77 
8.86 
7.04 
6.09 
5.84 
4.83 
4.11 
3.62 

9 

11.40 
9.41 
8.69 
7.88 
6.26 
5.41 
5.19 
4.29 
3.66 
3.22 

1    1O 

12 

14      16 

18 

20.52 
16.93 
15.64 
14.18 
11.26 
9.74 
9.34 
7.73 
6.58 
5.80 

17.10 
14.11 
13.03 
11.82 
9.38 
8.12 
7.78 
6.44 
5.48 
4.83 

14.66 
12.09 
11.17 
10.13 
8.04 
6.96 
6.67 
5.52 
4.70 
4.14 

10.26 
8.46 
7.82 
7.09 
5.63 
4.87 
4.67 
3.86 
3.29 
2.90 

8.55 
7.05 
6.52 
5.91 
4.69 
4.06 
3.69 
3.22 
2.74 
2.42 

7.33 
6.05 
5.59 
5.06 
4.02 
3.48 
3.34 
2.76 
2.35 
2.07 

6.41 
5.29 
4.89 
4.43 
3.52 
3.04 
2.92 
2.42 
2.06 
1.81 

5.70 
4.70 
4.34 
3.94 
3.13 
2.71 
2.59 
2.15 
1.83 
1.61 

Maximum  Fiber  Strain,  10,000  Ibs.,  per  square  inch. 

10 
10 
9 
9 
8 
8 
7 
7 
6 
6 

35.70 
27.23 
30.00 
26.00 
24.48 
20.15 
23.46 
18.11 
18.36 
15.30 

17.10 
14.11 
13.03 
11.82 
9.38 
8.11 
7.79 
6.44 
5.48 
4.84 

14.25 
11.76 
10.86 
9.85 
7.82 
6.76 
6.49 
5.37 
4.57 
4.03 

12.21 
10.08 
9.30 
8.44 
6.70 
5.79 
5.56 
4.80 
3.91 
3.46 

10.69 
8.82 
8.14 
7.39 
5.86 
5.07 
4.87 
4.02 
3.42 
3.02 

9.50 
7.84 
7.24 
6.57 
5.21 
4.51 
4.33 
3.58 
3.04 
2.69 

8.55 
7.06 
6.51 
5.91 
4.69 
4.05 
3.89 
3.22 
2.74 
2.42 

7.12 
5.88 
5.43 
4.92 
3.91 
3.38 
3.25 
2.68 
2.28 
2.02 

6.11 
5.04 
4.65 
4.22 
3.35 
2.90 
2.78 
2.30 
1.96 
1.73 

5.34 
4.41 
4.07 
3.70 
2.93 
2.53 
2.43 
2.01 
1.71 
1.51 

4.75 
3.92 
3.62 
3.28 
2.61 
2.25 
2.16 
1.79 
1.52 
1.34 

BULB  ANGLES—  Maximum  Fiber  Strain,  12,000  Ibs.,  per  square  inch. 

10 
9 
8 
7 
6 
6 
6 
5 

26.50 
21.80 
19.23 
18.25 
17.20 
13.75 
12.30 
10.00 

15.88 
11.57 
9.36 
7.67 
6.04 
5.28 
4.53 
3.25 

13.23 
9,64 
7.80 
6.39 
5.03 
4.40 
3.77 
2,71 

11.34 
8.26 
6.69 
5.48 
4.31 
3.77 
3.24 
2.32 

9.93 
7.23 
5.85 
4.79 
3.77 
3.30 
2.83 
2.03 

8.82 
6.43 
5.20 
4.26 
3.36 
2.93 
2.52 
1.81 

7.94 
5.78 
4.68 
3.83 
3.02 
2.64 
2.26 
1.62 

6.62 
4.82 
3.90 
3.20 
2.52 
2.20 
1.89 
1.35 

5.67 
4.13 
3.34 
2.74 
2.16 
1.89 
1.62 
1.16 

4.96 
3.62 
2.92 
2.40 
1.89 
1.65 
1.42 
1.02 

4.41 
3.21 
2.60 
2.13 

1.68 
1.47 
1.26 
0.90 

BULB  ANGLES—  Maximum  Fiber  Strain,  10,000  Ibs.,  per  square  inch. 

10 
9 
8 
7 
6 
6 
6 
5 

26.50 
21.80 
19.23 
18.25 
17.20 
13.75 
12.30 
10.00 

13.23 
9.64 
7.80 
6.39 
5.03 
4.40 
3.77 
2.71 

11.02 
8.03 
6.50 
5.32 
4.19 
3.67 
3.14 
2.26 

9.45 
6.88 
5.57 
4.56 
3.59 
3.14 
2.69 
1.94 

8.27 
6.02 
4.87 
3.99 
3.14 
2.75 
2.36 
1.69 

7.35 
5.36 
4.33 
3.55 
2.79 
2.44 
2.09 
1.51 

6.61 
4.82 
3.90 
3.19 
2.51 
2.20 
1.88 
1.35 

5.51 
4.02 
3.25 
2.66 
2.10 
1.83 
1.57 
1.13 

4.72 
3.44 
2.79 
2.28 
1.80 
1.57 
1.35 
0.97 

4.13 
3.01 
2.44 
2.00 
1.57 
1.37 
1.18 
0.85 

3.68 
2.68 
2.17 
1.77 
1.40 
1.22 
1.05 
0.75 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR  CARNEGIE  CHANNELS. 

IN  TONS  OF  2,000  LBS. 

Ij 

15"  C. 

—  bo 

13"  [. 

,d| 

12"  L 

*f 

10"  L 

*$> 

9"L 

*t 

jLs 

II 

1! 

R 

<u  & 

is 

is 

if 

33.0 

31.5 

i'l 

20.0 

*l 

16.5 

«§! 

14.0 

.If 

J3  p.. 

T3   g 

^  2 

T3    CD 

^  £ 

T3    £ 

*• 

Ibs. 

*I 

Ibs. 

sj 

Ibs. 

31 

Ibs. 

SJ 

Ibs. 

3§ 

10 

21.76 

0.40 

19.49 

0.35 

11.25 

0.31 

7.70    0.26    5.86    0.24 

11 

19.78 

0.36 

17.72 

0.31 

10.23 

0.28 

7.00    0.24     5.33 

0.22 

12 

18.13 

0.33 

16.24 

0.29 

9.38 

0.26 

6.41     0.22     4.88 

0.20 

13 

16.74 

0.30 

14.99 

0.27 

8.65 

0.24 

5.92  10.20    4.51 

0.18 

14 

15.54 

0.28 

13.92 

0.25 

8.04 

0.22 

5.50 

0.19 

4.19    0.17 

15 

14.51 

0.26 

12.99 

0.23 

7.50 

0.21 

5.13 

0.17 

3.91    0.16 

16 

13.60 

0.25 

12.18 

0.22 

7.03 

0.20 

4.81 

0.16 

3.66    0.15 

17 

12.80 

023 

11.47 

0.20 

6.62 

0.18 

4.53 

0.15 

3.45    0.14 

18 

12.09 

0.22 

10.83 

0.19 

6.25 

0.17 

4.28 

0.15 

3.26    0.13 

19 

11.45 

0.21 

10.26 

0.18 

5.92 

0.17 

4.05 

0.14 

3.08    0.12 

20 

10.88 

0.20 

9.75 

0.17 

5.63 

0.16 

3.85 

0.13 

2.93 

0.12 

21 

10.36 

0.19 

9.28 

0.16 

5.36 

0.15 

3.66 

0.12 

2.79 

0.11 

22 

9.89 

0.18 

8.86 

0.16 

5.11 

0.14 

3.50 

0.12 

2.66 

0.11 

23 

9.46 

0.17 

8.47 

0.15 

4.89 

0.14 

3.35 

0.11 

2.55 

0.10 

24 

9.07 

0.16 

8.12 

0.14 

4.69 

0.13 

3.21 

0.11 

2.44 

0.10 

25 

8.70 

0.16 

7.80 

0.14 

4.50 

0.13 

3.08 

0.10 

2.34 

0.09 

26 

8.37 

0.15 

7.50 

0.13 

4.33 

0.12 

2.96 

0.10 

2.25 

0.09 

27 

8.06 

0.15 

7.22 

0.13 

4.17 

0.12 

2.85 

0.10     2.17 

0.09 

28 

7.77 

0.14 

6.96 

0.12 

4.02 

0.11 

2.75 

0.09     2.09 

0.08 

29 

7.50 

0.14 

6.72 

0.12 

3.88 

0.11 

2,65 

0.09     2.02 

0.08 

30 

7.25 

0.13 

6.50 

0.12!    3.75 

0.10 

2.57 

0.09 

1.95 

0.08 

_ 

1 

I 









Safe  loads  given,  include  weight  of  channel.      Maximum  fiber 

strain,  16,000  Ibs.  per  square  inch. 

rye: 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR  CARNEGIE  CHANNELS. 

\N    TONS    OF    2,000    LBS- 

(Distance  between 
supports  in  feet. 

8"! 

IAdd  for  every  Ib. 
increase  in  weight. 

7"  I 

Add  for  every  Ib. 
1  increase  in  weight. 

6"E 

1  Add  for  every  Ib. 
1  increase  in  weight. 

5"! 

IAdd  for  every  Ib. 
increase  in  weight. 

4"! 

IAdd  for  every  Ib. 
increase  in  weight. 

VI 

A 

II 

3.1 

11 
Ibs. 

9.5 

Ibs. 

8.0 
Ibs, 

6.5 
Ibs. 

5.5 

Ibs. 

5.0 

Ibs. 

5 

8.47 

0.42 

6.22 

0.37 

4.72 

0.31 

3.20 

0.26 

2.17 

0.21 

1.40 

0.16 

6 

7.06 

0.35 

5.18 

0.31 

3.93 

0.26 

2.67 

0.22 

1.81 

0.17 

1.17 

0.13 

7 

6.05 

0.30 

4.44 

0.26 

3.37 

0.22 

2.29 

0.19 

1.55 

0.15 

1.00 

0.11 

8 

5.29 

0.23 

3.89 

0.23 

2.95 

0.20 

2.00 

0.16 

1.36 

0.13 

0.88 

0.10 

9 

4.71 

0.23 

3.46 

0.20 

2.62 

0.17 

1.78 

0.15 

1.21 

0.12 

0.78 

0.09 

10 

4.24 

0.21 

3.11 

0.18 

2.36 

0.16 

1.60 

0.13 

1.09 

0.10 

0.70 

0.08 

11 

3.85 

0.19 

2.83 

0.17 

2.15 

0.14 

1.45 

0.12 

0.99 

0.10 

0.64 

0.07 

12 

3.53 

0.17 

2.59 

0.15 

1.97 

0.13 

1.33 

0.11 

0.90 

0.09 

0.58 

0.07 

13 

3.26 

0.16 

2,39 

0.14 

1.82 

0.12 

1.23 

0.10 

0.83 

0.08 

0.54 

0.06 

14 

3.03 

0.15 

2.22 

0.13 

1.69 

0.11 

1.14 

0.09 

0.78 

0.07 

0.50 

0.06 

15 

2.82 

0.14 

2.07 

0.12 

1.57 

0.10 

1.07 

0.09 

0.72 

0.07 

0.47 

0.05 

16 

2.65 

0.13 

1.94 

0.11 

1.48 

0.10 

1.00 

0.08 

0.68 

0.07 

0.43 

0.05 

17 

2.49 

0.12 

1.83 

0.11 

1.39 

0.09 

0.94 

0.08 

0.64 

0.06 

0.41 

0.05 

18 

2.35 

0.12 

1.73 

0.10 

1.31 

0.09 

0.89 

0.07 

0.60 

0.06 

0.39 

0.04 

19 

2.23 

0.11 

1.64 

0.10 

1.24 

0.08 

0.84 

0.07 

0.57 

0.06 

0.37 

0.04 

20 

2.12 

0.10 

1.56 

0.09 

1.18 

0.08 

0.80 

0.07 

0.54 

005 

0.35 

0.04 

21 

2.02 

0.10 

1.48 

0.09 

1.12 

0.07 

0.76 

0.06 

0.52 

0.05 

0.33 

0.04 

22 

1.93 

0.09 

1.41 

0.08 

1.07 

0.07 

0.73 

0.06 

0.49 

0.05 

0.32 

0.04 

23 

1.84 

0.09 

1.35 

0.08 

1.03 

0.07 

0.70 

0.06 

0.47 

0.04 

0.30 

0.03 

24 

1.76 

0.09 

1.30 

0.08 

0.98 

0.07 

0.67 

0.05 

0.45 

0.04 

0.29 

0.03 

'  25 

1.69 

0.08 

1.24 

0.07 

0.94 

0.06 

0.64 

0.05 

0.43 

0.04 

0.28 

0.03 

Safe  loads  given  include   weight   of  channel.    Maximum  fiber 

strain,  16,000  Ibs  per  square  inch. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE    LOADS,    IN   TONS    OF    2000  LBS.,  UNI- 

FORMLY DISTRIBUTED,  FOR  CARNEGIE 

Z-BARS. 

Size, 

§3 

DISTANCE  BETWEEN  SUPPORTS,  IN  FEET. 

Inches. 

IS 

4 

5 

6 

7 

8 

9 

10 

12     14 

16 

6 

ft 

8.44 

6.75 

5.63  4.82 

4.22 

3.75 

3.38 

2.81  i  2.41 

2.11 

(J^L 

JL 

9.83 

7.86 

6.55  5.61 

4.91 

4.37 

3.93 

3.28  2.81  246 

6>6 

i/ 

11.22 

8.98 

7.48 

6.41 

5.61 

4.99 

4.49  i  3.74  3.21   2.81 

6 

» 

11.55 

9.24 

7.70 

6.60 

5.77 

5.13 

4.6213.85  3.30:2.89 

fcjL 

y* 

12.82 

10.26 

8.55  i  7.33 

6.41 

5.70 

5.13 

4.27  1  3.66  i  3.21 

6^ 

H 

14.10 

11.28 

9.40  8.06 

7.05 

6.27 

5.64 

4.70  1  4.03  3.52 

6 

^ 

14.04 

11.23 

9.36 

8.02 

7.02 

6.24 

5.61 

4.68 

4.01   3.51 

6yV 

H 

15.22 

12.18 

10.15 

8.70 

7.61 

6.77 

6.09 

507 

4.35  3.81 

6^j 

# 

16.40 

13.12 

10.93  9.37 

8.20 

7.29 

6.56 

5.47 

4.69 

4.10 

j 

5 

T5F 

5.34 

4.27 

3.56 

3.05 

2.67 

2.37 

2.13 

1.78  1.52 

1.33 

i§ 

A 

6.39 
7.44 

5.11 
5.95 

4.26 
4.96 

3.65 
4.25 

3.19 
3.72 

2.84 
3.31 

2.55 
2.97 

2.13  1.82  1.60 
2.48  2.12  1.86 

5 

X 

7.67 

6.14 

5.12 

4.39 

3.84 

3.41 

3.07 

2.56  2.19 

1.92 

^Jg 

T9^ 

8.62 

6.90 

5.75 

4.93 

4.31 

3183 

3.45 

2.87 

2.46 

2.16 

5>6 

y% 

9.57 

7.66 

6.38 

5.47 

4.79 

4.25 

3.83 

3.19 

2.74 

2.39 

5 

\\ 

9.47 

7.58 

6.32 

5.41 

4.74 

4.21 

3.79  3.16  2.71  2.37 

5T^ 

10.34 

8.27 

6.89 

5.91 

5.17 

459 

4.14  3.45  2.95  2.58 

5>^ 

if 

11.20 

8.96 

7.47 

6.40 

5.60 

4.98 

4.48 

3.73 

3.20  2.80 

4 

X 

3.14 
3.91 

2.51 
3.13 

2.09 
2.61 

1.79 
2.24 

1.57 
1.96 

1.39 
1.74 

1.26 
1.56 

1.05 
1.30 

0.90  0.78 
1.12  0.98 

4>^ 

H 

4.68 

3.74 

3.12 

2.67 

2.34 

2.08 

1.87 

1.56 

1.34 

1.17 

4 

A 

4.83 

3.86 

3.22 

2.76 

2.41 

2.14 

1.93 

1.61 

1.38 

1.21 

4JL 

r£ 

5.50 

4.40 

3.67 

3.14 

2.75 

2.44 

2.20 

1.83 

1.57 

1.38 

4>6 

T9<J 

6.18 

4.94 

4.12 

3.53 

3.09 

2.74 

2.47  12.06 

1.76 

1.54 

4 

^ 

6.05 

4.84 

4.03 

3.46 

3.02 

2.69 

2.42 

2.02 

1.73 

1.51 

4A 

ii 

6.65 

5.32 

4.43 

3.80 

3.33 

2.96 

2.66  2.22 

1.90 

1.66 

4^ 

a/ 

7.26 

5.81 

4.84 

4.15 

3.63 

3.23 

290  2.42 

2.07 

1.82 

3 

* 

1.93 
2.38 

1.54 
1.90 

1.28 
1.58 

1.10 
1.36 

0.96 
1.19 

0.86 
1.06 

0.77 
0.95 

0.64 
0.79 

0.55 
0.68 

0.48 
0.59 

3 

H 

2.58 

2.06 

1.72 

1.47 

1.29 

1.14 

1.03 

0.86 

0.74 

0.64 

STS 

iV 

2.98 

2.38 

1.98 

1.70 

1.49 

1.32 

1.19 

0.99 

0.85 

0.74 

3 

K 

3.06 

2.45 

2.04  1.75 

1.53 

1.36 

1.22 

1.02 

0.88 

0.77 

^T* 

r9. 

3.43 

2.74 

2.28  1.96 

1.71 

1.52 

1.37 

1.14 

0.98  1  0.86 

Safe    loads   given   include    weight    of   Z-bar.      Maximum  fiber 

strain,  12,000  Ibs.  per  square  inch. 

77 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS  IN  TONS  OF  2,OOO  POUNDS,  UNI- 

FORMLY DISTRIBUTED,  FOR  CARNEGIE 

ANGLES,  WITH  EQUAL  LEGS. 

Si  26  of  An£rlc« 

DISTANCE  BETWEEN  SUPPORTS,  IN  FEET. 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

6   x6   x^j 

30.56 

15.28 

10.18 

7.64 

6.11 

5.09 

4.37 

3.82 

3.40 

3.06 

6   x6   xT77 

16.28 

8.14 

5.43 

4.07 

3.26 

2.71 

2.33 

2.04 

1.81 

1.63 

5   x5   *?/& 

20.68 

10.34 

6.89 

5.17 

4.14 

3.45 

2.95 

2.59 

2.30 

2.07 

5   x5   xjXj 

9.68 

4.84 

3.23 

2.42 

1.94 

1.66 

1.38 

1.21 

1.08 

0.97 

4    x4    xif 

12.04 

6.02 

4.01 

3.01 

2.41 

2.01 

1.72 

1.51 

1.34 

1.20 

4    x4    XT\ 

5.15 

2.58 

1.72 

1.29 

103 

0.86 

0.74 

0.64 

0.57 

0.52 

3/i>x3V*>Xy^ 

9.00 

4.50 

3.00 

2.25 

1.80 

1.50 

1.29 

1.13 

1.00 

0.90 

3/^x3j^x^ 

4.60 

2.30 

1.53 

1.15 

0.92 

0.77 

0.66 

0.58 

0.51 

0.46 

3   x3   x^ 

5.20 

2.60 

1.73 

1.30 

1.04 

0.87 

0.74 

0.65 

0.58 

0.52 

3   x3   ^i 

2.32 

1.16 

0.77 

0.58 

0.46 

0.39 

0.33 

0.29 

0.26 

0.23 

2%x2%xV 

3.56 

1.78 

1.19 

0.89 

0.71 

0.59 

0.51 

0.45 

0.40 

0.36 

2%x2%x  ^ 

1.92 

0.96 

0.64 

0.48 

0.38 

0.32 

0.27 

0.24 

0.21 

0.19 

gi^x2KxX 

2.92 

1.46 

0.97 

0.73 

0.58 

0.49 

0.42 

0.37 

0.32 

0.29 

gi^xgi^x  ^ 

1.60 

0.80 

0.53 

0.40 

0.32 

0.27 

0.23 

0.20 

0.18 

0.16 

2^x2^x1^ 

2.32 

1.16 

0.77 

0.58 

0.46 

0.89 

0.33 

0.29 

0.26 

0.23 

2j4x2^x^ 

1.28 

0.64 

0.43 

0.32 

0.26 

0.21 

0.18 

0.16 

0.14 

0.13 

2\/9     v  7 
X<5      Xy'g- 

1.60 

0.80 

0.53 

0.40 

0.32 

0.27 

0.23  0.20 

0.18 

0.16 

0.76 

0.38 

0.25 

0.19 

0.15 

0.13 

0.11 

0.095 

0.084 

0.076 

l^xl^x  7 

1.20 

0.60 

0.40 

0.30 

0.24 

0.20 

0.17 

0.15 

0.13  10.12 

j^xl%xT\ 

0.56 

0.28 

0.19 

0.14 

0.11 

0.093 

0.080;0.070 

0.0620.056 

l^xlKx% 

0.76 

0.38 

0.25 

0.19 

0.15 

0.13  0.11  0.095 

0.0840.076 

l/ixl%xT\ 

0.42 

0.21 

0.14 

0.104 

0.083 

0.0690.0590.052 

0.0460.042 

%$£$ 

0.44 
0.20 

0.22 
0.10 

0.15 
0.065 

0.109 
0.049 

0.087 
0.039 

0.073J0.062  0.055 
0.033I0.028!0.025 

0.048J0.044 
0.02210.020 

Ij^xl^x^ 

0.35 

0.17 

0.12 

0.087  0.070|0.058|0.050 

0.044 

0.039J0.035 

l^xl/^xj^ 

0.16 

0.078 

0.052 

0.0390.0310.0260.022 

0.020 

0.0170.016 

1    xl    x^ 

0.22 

0.11 

0,075 

0.0560.0450.03710.032 

0.028 

0.0250.022 

1    xl    x^ 

0.12 

0.062 

0.041 

0.0310.0250.0210.018 

0.016 

0.014j0.012 

%x  7/x  3 

0.13 

0.066 

0.044 

0.033  0.026  0.022'o.019 

0.017 

0.01510.013 

%x  %x^ 

0.092 

0.046 

0.031 

0.023  0.018I0.015  0.013 

0.012 

0.010|0.009 

Kx^H 

0.096 
0.068 

0.048 
0.034 

0.032 
0.023 

0.0240.0190.0160.014 
0.0170.0140.0110.010 

0.012 
0.009 

0.0110.010 
0.0080.007 

%x  %x*^j 

0.044 

0.022 

0.015 

0.011  0.009|0.007|0.006 

0.005 

0.005|O.Q04 

Safe  loads   given   include  weight  of  Angle.     Maximum   fiber 

strain,  12^000  Ibs.  per  square  inch.     Neutral  axis  through  centre  of 

gravity  parallel  to  one  leg. 

1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE    LOADS,   IN  TONS,  OF   2,000  LBS-,  UNI- 

FORMLY DISTRIBUTED,  FOR  CARNEGIE 

ANGLES,  \VITH  UNEQUAL  LEGS. 

LONG  LEG  VERTICAL. 

Size  of 

DISTANCE  BETWEEN  SUPPORTS,  IN  FEET. 

Angle. 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

7     x3>£xl 

42.32 

21.16 

14.11 

1058 

"846" 

7.05 

6.05 

5,29 

4.70 

4.23 

7    x3  '^  x-7- 

^0.04 

10.02 

6.68 

5.01 

4.01 

3.34 

2.86 

2^50 

2.23 

2.00 

6    x4x  x}| 

28.60 

14.30 

9.53 

7.15 

5.72 

4.77 

4.09 

3.58 

3.18 

2.86 

6    x4    x^ 

13.28 

6.64 

4.43 

3.32 

2.66 

2.21 

1.90 

1.66 

1.48 

1.33 

6    x3>£x^ 

27.92 

13.96 

9.31 

6.98 

5.58 

4.65 

3.99 

3.49 

3.10 

2.79 

6    xSj^x^g 

13.00 

6.50 

4.33 

3.25 

2.60 

2.17 

1.86 

1.63 

1.44 

1.30 

5    x4    xj^ 

19.96 

9.98 

6.65 

4.99 

3.99 

3.33 

2.85 

2.50 

2.22 

2.00 

5    x4    *3/s 

9.36 

4.68 

3.12 

2.34 

1.87 

1.56 

1.34 

1.17 

1.04 

0.94 

5    x3%x^f 

19.52 

9.76 

6.51 

4.88 

3.90 

3.25 

2.79 

2.44 

2.17 

1.95 

t        v^l/vS/ 

9.16 

4.58 

3.05 

2.29 

1.83 

1.53 

1.31 

1.15 

1.02 

0.92 

5    x3  2x|| 

17.80 

8.90 

5.93 

4.45 

3.56 

2.97 

2.54 

2.23 

1.98 

1.78 

5    x3    x^g 

7.50 

3.75 

2.50 

1.88 

1.50 

1.25 

1.07 

0.94 

0.83 

0.75 

4^x3    xif 

14.48 

7.24 

4.78 

3.62 

2.90 

2.41 

2.07 

1.81 

1.61 

1.45 

7.32 

3.66 

2.44 

1.83 

1.46 

1,22 

1.05 

0.92 

0.81 

0.73 

4    x3j4xi^- 

11.68 

5.84 

3.89 

2.92 

2.34 

1.92 

1.67 

1.46 

1.30 

1.17 

4    x3^x|| 

6.00 

3.00 

2.00 

1.50 

1.20 

1.00 

0.86 

0.75 

0.67 

0.60 

4    x3    xif 

11.48 

5.74 

3.83 

2.87 

2.30 

1.91 

1.64 

1.44   1.28 

1.15 

4    x3    XT\ 

4.92 

2.46 

1.64 

1.23 

0.98 

0.82 

0.70 

0.62  0.55 

0.49 

8.80 

4.40 

2.93 

2.20 

1.76 

1.47 

1.26 

1.10  1  0.98 

0.88 

8$3    x'-S 

3.84 

1.92 

1.28 

0.96 

0.77 

0.64 

0.55 

0.48 

0.43 

0.38 

3Kx2%x|-i 

7.40 

3.70 

2.47 

1.85 

1.45 

1.23 

1.06 

0.93 

0.82 

0.74 

g  r/xgi/xi/ 

3.00 

1.50 

1.00 

0.75 

0.60 

0.50 

0.43 

0.38 

0.33 

0.30 

3^x2  2xT^ 

5.20 

2.60 

1.73 

1.30 

1.04 

0.87 

0.74 

0.65 

0.58 

0.52 

3^x2    xX 

2.52 

1.26 

0.84 

0.63 

0.50 

0.42 

0.36 

0.32 

0.28 

0.25 

3    x2-/^x-9r 

4.60 

2.30 

1.53 

115 

0.92 

0.77 

0.66 

0.58 

0.51 

0.46 

3    x2/^x^}. 

2.24 

1.12 

0.75 

0.56 

0.48 

0.37 

0.32 

0.28 

0.25 

0.22 

3    x2    x^ 

4.00 

2.00 

1.33 

1.00 

0.80 

0.67 

0.57 

0.50 

0.44 

0.40 

3    x2    x^ 

1.92 

0.96 

0.64 

048 

0.38 

0.32 

0.27 

0.24 

0.21 

0.19 

2%x2    *y2 

2.80 

1.40 

0.93 

0.70 

0.56 

0.47 

0.40 

0.35 

0.31 

0.28 

2^x2    X-J&T 

1.16 

0.58 

039 

0.29 

0.23 

0.19 

0.17 

0.15 

0.13 

0.12 

2.36 

1.18 

0.79 

0.59 

0.47 

0.39 

0.34 

0.30 

0.26 

0.24 

2Xxl%xT3g 

0.92 

0.46 

0.31 

0.23 

0.16 

0.15 

0.13 

0.12 

0.10 

0.09 

2     xl^xX 

0.92 

0.46 

0.31 

0.23 

0.18 

0.15 

0.13 

0.12 

0.10 

0.09 

2     xl^xT\ 

0.72 

0.36 

0.24 

0.18 

0.14 

0.12 

0.10 

0.09 

0.08 

0.07 

036 

0.18 

0.12 

0.09 

0.07 

0.06 

0.05 

0.04 

0.04 

003 

l^xl     x^| 

0.24 

0.12 

0.08 

0.06 

0.05 

0.04 

0.03 

0.03 

0.03 

0.02 

Safe  loads   given    include    weight  of   Angle.      Maximum    fiber 

strain,  12,000  Ibs.  per  square  inch.     Neutral  axis  through  center  of 

gravity  parallel  to  short  leg. 

70 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE   LOADS,  IN   TONS  OF   2,OOO    LBS.,    UNI- 

FORMLY DISTRIBUTED,  FOR  CARNEGIE 

ANGLES,  WITH  UNEQUAL  LEGS. 

SHORT  LEG  VERTICAL. 

Size  of 

DISTANCE  BETWEEN  SUPPORTS,  IN  FEET. 

Angle. 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

7    x3%xl 

11.84 

5.92 

8.95 

2.96 

2.37 

1.97 

1.69 

148 

1.32 

"us 

7    xSj/x-7- 

5.88 

2.94 

1.96 

1.47 

1.18 

0.98 

0.84 

0.74 

0.65 

0.59 

6    x4    x|J 

13.56 

6.78 

4.52 

3.39 

2.71 

2.26 

1.94 

1.70 

1.51 

1.36 

6    x4    x^ 

6.40 

3.20 

2.13 

1.60 

1.28 

1.07 

0.91 

0.80 

0.71 

0.64 

6    x3^x^ 

10.36 

5.18 

3.45 

2.59 

2.07 

1.73 

1.48 

1.30 

1.15 

1.04 

6    x3j^x24 

4.92 

2.46 

1.64 

1.23 

0.98 

0.82 

0.70 

0.62 

0.55 

0.49 

5    x4    x^ 

13.24 

6.62 

4.41 

3.31 

2.65 

221 

1.89 

1.66 

1.47 

1.32 

5    x4    x^g 

6.28 

3.14 

2.09 

1.57 

1.26 

1.05 

0.90 

0.79 

0.70 

0.63 

5    x3/^xj^ 

10.08 

5.04 

3.36 

2.52 

2.02 

1.68 

1.44 

1.26 

1.12 

1.01 

5    x3%x^ 

4.84 

2.42 

1.61 

1.21 

0.96 

0.81 

0.67 

0.61 

0.54 

0.48 

5    x3    xf| 

6.96 

3.48 

2.32 

1.74 

1.39 

1.16 

0.99 

0.87 

0.77 

0.70 

5    x3    XT\ 

3.00 

1.50 

1.00 

0.75 

0.60 

0.50 

0.43 

0.38 

0.33 

0.30 

4%x3    x}| 

6.84 

3.42 

2.28 

1.71 

1.37 

1.14 

0.98 

0.86 

0.76 

0.68 

4%x3    x^ 

3.52 

1.76 

1.17 

0.88 

0.70 

0.59 

0.50 

0.44 

0.39 

0.35 

4    x3j^x}| 

9.20 

4.60 

3.07 

2.30 

1.84 

1.53 

131 

1.15 

1.02 

0.92 

4    xS^/x^ 

4.72 

2.36 

1.57 

1.18 

0.94 

0.79 

0.67 

0.59 

0.52 

0.47 

4    x3  2xf| 

6.72 

3.36 

2.24    1.68 

1.34 

1.12 

0.96 

0.84 

075 

0.67 

4    x3    xTV 

2.96 

1.48 

0.97   0.74 

0.59 

0.49 

0.42 

0.37 

033 

0.30 

3>/x3    xff 

6.60 

3.30 

2.20    1.65 

1.32 

1.10 

0.94 

083 

0.73 

0.66 

3%x3    xfj 

2.88 

1.44 

0.96  !  0.72 

0.58 

0.48 

0.41 

0.36 

0.32 

0.29 

3i/x2i/xii 

3.96 

1.98 

1.32 

0.99 

0.79 

0.66 

0.57 

0.50 

044 

0.40 

3/^x2^  xj^ 

1.64 

0.82 

0.55 

0.41 

0.33 

0.27 

0.23 

0.21 

0.18 

0.16 

3^x2    x& 

2.12 

1.06 

0.71 

0.53 

0.42 

0.35 

0.30 

0.27 

024 

0.21 

1.04 

0.52 

0.35 

0.26 

021 

0.17 

0.15 

0.13 

0.12 

0.10 

3    x2^x1a5 

3.28 

1.64 

1.09 

0.82 

0.66 

0.55 

0.47 

0.41 

0.36 

0.33 

3    x2^x^ 

1.60 

0.80 

0.53 

0.40 

0.32 

0.27 

0.?3 

0.20 

0.18 

0.16 

3    x2    x^ 

1.88 

0.94 

0.63 

0.47 

0.38 

0.31 

0.27 

0.24 

0.21 

0.19 

3    x2    Xj& 

0.92 

046 

0.31 

0.23 

0.18 

0.15 

0.13 

0.12 

0.10 

0.09 

2/^x2    x^ 

1.84 

0.92 

0.61 

0.26 

0.37 

0.31 

0.26 

0.23 

0.20 

0.18 

2^x2    xT3e 

0.80 

0.40 

0.27 

0.20 

0.16 

0.13 

on 

0.10 

009 

0.08 

2^xl%x% 

1.04 

0.52 

0.35 

0.26 

0.21 

0.17 

0.15 

0.13 

012 

0.10 

2>4xl  ^x^ 

0.44 

0.22 

0.15 

0.11 

0.09 

0.07 

006 

0.06 

0.05 

0.04 

2    xl^gxX 

0.48 

0.24 

0.16 

0.12 

0.10 

0.08 

0.07 

0.08 

0.05 

0.05 

2     xl^xT3g 

0.36 

0.18 

0.12 

0.09  0.07 

0.06 

0.05 

0.05 

0.04 

0.04 

l^gxl      x.^ 

0.20 

0.10 

0.07 

0.05  i  0.04  !  0.03 

0.03 

0.02 

0.02  0.02 

l^xl        Kl/8 

0.12 

0.06 

0.04 

0.03   0.02    0.02   0.02 

0.01   0.01  1  0.01 

Safe    loads    given    include   weight  of    Angle.     Maximum    fiber 

strain,  12,000  Ibs.  per  square  inch      Neutral  axis  through  center  of 

gravity  parallel  to  long  leg. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS  IN  TONS  OF  2,OOO  POUNDS,  UNI- 

FORMLY DISTRIBUTED,  FOR  CARNEGIE 

TEES 

Size 

Weight 

DISTANCE  BETWEEN  SUPPORTS.  IN  FEET. 

Flange 
bj  Stem. 

Per 
Foot. 

1 

2 

3 

4 

5 

6 

7 

8 

9 

1O 

5   x3 

13.6 

4.72 

2.36 

1.57 

1.18 

0.94 

0.79 

0.67 

0.59 

0.52 

0.47 

5  x2^ 

11.0 

3.44 

1.72 

1.15 

0.86 

0.69 

0.57 

0.49 

0.43 

0.38 

0.34 

4>'2x3^ 

15.8 

8.52 

4.26 

2.84 

2.13 

1.70 

1.42 

1.22 

1.07 

0.95 

0.85 

4^x3 

8.5 

3.24 

1.62 

1.08 

0.81 

0.65 

0.54 

0.46 

0.41 

0.36 

0.32 

4^x3 

10.0 

3.76 

1.88 

1.35 

0.94 

0.75 

0.63 

0.54 

0.47 

0.42 

0.38 

4^x2^ 

8.0 

2.24 

1.12 

0.75 

0.56 

0.45 

0.37 

0.32 

0.28 

0.25 

0.22 

4^x2^ 

9.3 

2.60 

1.30 

0.87 

065 

0.52 

0.43 

0.37 

0.33 

0.29 

0.26 

4   x5 

15.6 

12.40 

6.20 

4.13 

3.10 

2.48 

2.07 

1.77 

1.55 

1.38 

1.24 

4  x5 

12.0 

9.72 

4.86 

3.24 

2.43 

1.94 

1.62 

1.39 

1.22 

1.08 

0.97 

4   x4}£ 

14.6 

10.20 

5.10 

3.40 

2.55 

2.04 

1.70 

1.46 

1.28 

1.13 

1.02 

4   x4Ji 

11.4 

7.92 

3.96 

2.64 

1.98 

1.58 

1.32 

1.13 

0.99 

0.88 

0.79 

4  x4 

13.7 

8.08 

4.04 

2.69 

2.02 

1.63 

1.35 

1.15 

1.01 

0.90 

0.81 

4   x4 

10.9 

6.56 

3.28 

2.19 

1.64 

1.31 

1.09 

0.94 

0.82 

0.73 

0.66 

4   x3 

9.3 

3.52 

1.76 

1.17 

0.88 

0.70 

0.59 

0.50 

0.44 

0.39 

0.35 

4   x2K 

8.6 

2.48 

1.24 

0.83 

0.62 

0.50 

0.41 

0.35 

0.31 

0.28 

a25 

4  x2>£ 

7.3 

2.20 

1.10 

0.73 

0.55 

0.44 

0.37 

0.31 

0.28 

0.24 

0.22 

4  x2^ 

5.8 

1.68 

0.84 

0.56 

0.42 

0.34 

0.28 

0.24 

0.21 

0.19 

0.17 

4   x2 

7.9 

1.60 

0.80 

0.53 

0.40 

0.32 

0.27 

0.23 

0.20 

0.18 

0.16 

4  x2 

6.6 

1.36 

0.68 

0.45 

0.34 

0.27 

0.23 

0.19 

0.17 

0.15 

0.14 

3*4x4 

12.8 

7.92 

3.96 

2.64 

1.98 

1.58 

1.32 

1.13 

0.99 

0.88 

0.79 

3^x4 

9.9 

6.20 

3.10 

2.07 

1.55 

1.24 

1.03 

0.89 

0.78 

0.69 

0.62 

3^*3^ 

11.7 

6.08 

3.04 

2.03 

1.52 

1.22 

1.01 

0.87 

0.76 

0.68 

0.61 

8^x8Ji 

9.2 

4.76 

2.38 

1.59 

1.19 

0.95 

0.79 

0.68 

0.60 

0.53 

0.48 

3^x3^ 

6.8 

3.72 

1.86 

1.24 

0.93 

0.74 

0.62 

0.53 

0.47 

0.41 

0.3? 

3^x3 

11.73 

5.72 

2.86 

1.91 

1.43 

1.14 

0.95 

0.82 

0.72 

0.64 

0.57 

3^x3 

10.9 

4.52 

2.26 

1.51 

1.13 

0.90 

0.75 

0.65 

0.57 

0.50 

0.45 

3^x3 

8.5 

3.52 

1.76 

1.17 

0.88 

0.70 

0.59 

0.50 

0.44 

0.39 

0.35 

3^x3 

7.8 

2.88 

1.44 

0.96 

0.72 

0.58 

0.48 

0.41 

0.38 

0.32 

0.29 

3   x4 

11.8 

7.76 

3.88 

2.59 

1.94 

1.55 

1.29 

1.11 

0.97 

0.86 

0.78 

3   x4 

106 

7.12 

3.56 

2.37 

1.78 

1.42 

1.19 

1.02 

0.89 

0.79 

0.71 

3   x4 

9.3 

6.28 

3.14 

2.09 

1.57 

1.26 

1.05 

0.90 

0.79 

0.70 

0.63 

3   x3^2 

10.9 

5.96 

2.98 

1.99 

1.49 

1.19 

0.99 

0.85 

0.75 

0.66 

0.60 

3  x3^ 

9.8 

5.48 

2.74 

1.83 

1.37 

1.10 

0.91 

0.78 

0.69 

0.61 

0.55 

3   x3^ 

8.5 

4.84 

2.42 

1.61 

1.21 

0.97 

0.81 

0.69 

0.61 

0.54 

0.48 

3   x3 

10.0 

4.40 

2.20 

1.47 

1.10 

0.88 

0.73 

0.63 

0.55 

0.49 

0.44 

Safe  loads  given  include  weight  of  Tee.      Maximum  fiber  strain, 

1  2,000  Ibs.  per  square  inch. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS,  IN  TONS  OF  2,OOO  POUNDS  ,  UNI- 

FORMLY DISTRIBUTED,  FOR  CARNEGIE 

TEES.—  Continued. 

Size 

Weight 

DISTANCE  BETWEEN  SUPPORTS,  IK  FEET. 

by  Stem. 

per 
fool. 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

3   x3 

9.1    i    4.04 

2.02 

1.35 

1.01 

0.81 

0.67 

0.58 

0.51 

0.45 

0.40 

3   x3 

7.8 

3.44 

1.72 

1.15 

0.86 

0.69 

0.57 

0.49 

0.43 

0.38 

0.34 

3   x3 

6.6 

2.96 

1.48 

0.99 

0.74 

0.59 

0.49 

0.42 

0.37 

0.33 

0.30 

3   x2^  7.2 

2.40 

1.20 

0.80 

0.60 

0.48 

0.40 

0.34 

0.30 

0.27 

0.24 

3   x2J4   6.1 

2.08 

1.04 

0.69 

0.52 

0.42 

0.35 

0.30 

0.26 

0.23 

0.21 

2%x2      7.4 

3.00 

1.50 

1.00 

0.75 

0.60 

0.50 

0.43 

0.38 

0.33 

0.30 

2^xl&   6.6 

'2.00 

1.00 

0.67 

0.50 

0.40 

0.33 

0.29 

0.25 

0.22 

0.20 

2^x3 

7.2 

3.48 

1.74 

1.16 

0.87 

0.70 

0.58 

0.50 

0.44 

0.39 

0.35 

2Mx3 

6.1 

3.04 

1.52 

1.01 

0.76 

0.61 

0.51 

0.43 

0.38 

0.34 

0.30 

2^x2% 

6.7 

2.92 

1.46 

0.97 

0.73 

0.58 

0.49 

0.42 

0.37 

0.32 

0.29 

2^x2^ 

5.8 

2.40 

1.20 

0.80 

0.60 

0.48 

0.40 

0.34 

0.30 

0.27 

0.24 

2^x2>4 

6.4 

2.36 

1.18 

0.79 

0.59 

0.47 

0.39 

0.34 

0.30 

0.26 

0.24 

2Kx2>4 

5.5 

2.00 

1.00 

0.67 

0.50 

0.40 

0.33 

0.29 

0.25 

0.22 

0.20 

2Mxl^ 

2.9 

0.36 

0.18 

0.12 

0.09 

0.07 

0.06 

0.05 

0.04 

0.04 

0.03 

2%x2J4 

4.9 

1.68 

0.84 

0.56 

0.42 

0.34 

0.28 

0.24 

0.21 

0.19 

0.17 

2^x2i£ 

4.1 

1.28 

0.64 

0.43 

0.32 

0.26 

0.21 

0.18 

0.16 

0.14 

0.13 

2   x2 

4.3 

1.32 

0.66 

0.44 

0.33 

0.26 

0.22 

0.19 

0.17 

0.15 

0.13 

2   x2 

3.7 

1.00 

0.50 

0.33 

0.25 

0.20 

0.17 

0.14 

0.13 

0.11 

0.10 

2   xlH 

3.1 

0.60 

0.30 

0.20 

0.15 

0.12 

0.10 

0.09 

0.08 

0.07 

0.06 

l%xl% 

3.1 

0.76 

0.38 

0.25 

0.19 

0.15 

0.13 

0.11 

0.10 

0.08 

0.07 

l&xltf 

3.6 

0.60 

0.30 

0.20 

0.15 

0.12 

0.10 

0.09 

0.08 

0.07 

0.06 

IfcxlK 

1.94 

0.32 

0.16 

0.11 

0.08 

0.06 

0.05 

0.05 

0.04 

0.04 

0.03 

1^x1^1  2.6 

0.56 

0.28 

0.19 

0.14 

0.11 

0.09 

0.08 

0.07 

0.06 

0.05 

tfcxlH 

1.84 

0.44 

0.22 

0.15 

0.11 

0.09 

0.07 

0.06 

0.05 

0.05 

0.04 

l^xl& 

3.0 

0.48 

0.24 

0.16 

0.12 

0.10 

0.08 

0.07 

0.06 

0.05 

0.05 

iHxlfc 

2.24 

0.40 

0.20 

0.13 

0.10 

0.08 

0.07 

0.06 

0.05 

0.04 

0.04 

l^xllX 

1.73 

0.32 

0.16 

0.11 

0.08 

0.06 

0.05 

0.05 

0.04 

0.04 

0.03 

i&xiH 

1.33 

0.20 

0.10 

0.07 

0.05 

0.04 

0.03 

0.03 

0.02 

0.02 

0.02 

lHx& 

1.33 

0.12 

0.06 

0.04 

0.03 

0.02 

0.02 

0.02 

0.01 

0.01 

0.01 

ItfxlH 

2.04 

0.40 

0.20 

0.13 

0.10 

0.08 

0.07 

0.06 

0.05 

0.04 

0.04 

ItfxlKi  1.53 

0.28 

0.14 

0.09 

0.07 

0.06 

0.05 

0.04 

0.03 

0.03 

0.03 

1   xlJ4 

1.12 

0.32 

0.16 

0.11 

0.08 

0.06 

0.05 

0.05 

0.04 

0.04 

0.03 

1    xl 

1.23 

0.20 

0.10 

0.07 

0.05 

0.04 

0.03 

0.03 

0.02 

0.02 

0.02 

1  xl      0.87 

0.12 

0.06 

0.04 

0.03 

0.02 

0.02 

0.02 

0.01 

0.01 

0.01 

Safe  loads  given  include  weight  of  Tee.     Maximum  fiber  strain, 

I2,ocolbs.  per  square  inch. 

THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 

SPACING  OF  CARNEGIE  I  BEAMS  FOB  UNI- 

FORM LOAD  OF  100  LBS.  PER 

SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

11 

20"  I. 

15X/  I. 

12"  I. 

10"  I. 

9"  I. 

J-a 

s-g 

80 

64 

80 

60 

50 

41 

40 

32 

33 

25 

21 

if 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

12 

107.3 

84.9 

77.6 

63.6 

52.3 

41.9 

34.7 

27.4 

23.9 

18.1 

13.9 

13 

91.5 

72.3 

66.1 

54.2 

44.6 

35.7 

29.6 

23.4 

20.4 

15.5 

11.8 

14 

78.8 

62.4 

57.0 

46.7 

38.4 

30.8 

25.5 

20.2 

17.6 

13.3 

10.2 

15 

68.7 

54.3 

50.0 

40.7 

33.5 

26.8 

22.2 

17.6 

15.3 

11.6 

8.9 

16 

60.4 

47.7 

43.7 

35.8 

29.4 

23.6 

19.5 

15.4 

13.4 

10.2 

~7T 

17 

53.5 

42.3 

38.7 

31.7 

26.1 

20.9 

17.3 

13.7 

11.9 

9.0 

6.9 

18 

47.7 

37.7 

34.5 

28.3 

23.3 

18.6 

15.4 

12.2 

10.6 

8.1 

6.2 

19 

42.8 

33.9 

31.0 

25.4 

20.9 

16.7 

13.9 

10.9 

9.5 

7.2 

5.5 

20 

38.6 

30.6 

28.0 

22.9 

18.8 

15.1 

12.5 

9.9 

8.6 

6.5 

5.0 

21 

35.0 

27.7 

25.3 

20.8 

17.1 

13.7 

11.3 

8.9 

7.8 

5.9 

4.5 

22 

31.9 

25.3 

23.1 

18.9 

15.6 

12.5 

10.3 

8.2 

7.1 

5.4 

4.1 

23 

29.2 

23.1 

21.1 

17.3 

14.2 

11.4 

9.5 

7.5 

6.5 

4.9 

3.8 

24 

26.8 

21.2 

19.4 

15.9 

13.1 

10.5 

87 

6.9 

6.0 

4.5 

3.5 

25 

24.7 

19.6 

17.9 

14.7 

12.1 

9.6 

8.0 

6.3 

5.5 

4.2 

3.2 

26 

22.9 

18.1 

16.5 

T3~ 

TIT 

8.9 

7.4 

5.8 

5.1 

3.9 

3.0 

27 

21.2 

16.8 

15.3 

12.6 

10.3 

8.3 

6.9 

5.4 

4.7 

3.6 

2.7 

28 

19.7 

15.6 

14.3 

11.7 

9.6 

7.7 

6.4 

5.0 

4.4 

3.3 

2.6 

29 

18.4 

14.5 

13.3 

10.9 

9.0 

7.2 

5.9 

4.7 

4.1 

3.1 

2.4 

30 

17.2 

13.6 

12.4 

10.2 

8.4 

6.7 

5.6 

4.4 

3.8 

2.9 

2.2 

For  load  of  200  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.      Maximum  fiber  strain,  16,000  Ibs.  per  square  inch. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SPACING  OF  CARNEGIE  I  BEAMS  FOB  UNI- 

FORM LOAD  OF  1OO  LBS.  PER 

SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

1* 

•g  a 
|f 

II 

S  % 

8"  I. 

7"  I. 

B"t 

5"  I. 

4"  I. 

8"  I. 

18 
Ibs. 

15 

Ibs. 

13 

Ibs. 

10 
Ibs. 

7 
Ibs. 

6 
Ibs. 

5 

61.6 

46.3 

33.4 

21.2 

12.1 

7.4 

6 

42.8 

32.2 

23.2 

14.7 

8.5 

5.2 

7 
8 
9 

31.4 
24.1 
19.0 

23.6 

18.1 
14.3 

17.0 
13.0 
10.3 

10.8 
8.3 

6.2 

3.8 
2.9 
2.3 

4.8 
3.7 

6.5 

10 
11 

15.4 
12.7 

11.6 
9.6 

8.4 

5.3 

4.4 

3.0 
2.5 

1.9 
1.5 

6.9 

12 
13 
14 

10.7 
9.1 

8.1 

5.8 
4.9 
4.3 

3.7 
3.1 

2.7 

2.1 
1.8 
1.6 

1.3 
1.1 
0.9 

6.8 
5.9 

7.9 

15 

6.8 

5.1 

3.7 

2.3 

1.4 

. 

16 

6.0 

4.5 

3.3 

2.1 

1.2 

.   . 

17 

5.3 

4.0 

2.9 

1.8 

1.0 

. 

18 

4.8 

3.6 

2.6 

1.6 

0.9 

19 

4.3 

3.2 

2.3 

1.5 

20 

3.9 

2.9 

2.1 

1.3 

. 

21 

3.5 

2.6 

1.9 

1.2 

.   . 

22 

3.2 

2.4 

1.7 

1.1 

•   • 

•   • 

For  load  of  200  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.     Maximum  fiber  strain,  16,000  Ibs.  per  square  inch. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SPACING  OF  CARNEGIE  I  BEAMS  FOR  UNI- 

FORM LOAD  OF  125  LBS.  PER 

SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

It 

20"  I. 

15"  I. 

12"  I. 

10"  I. 

9"L 

80 

64 

80 

60 

50 

41 

40 

32 

33 

25 

21 

1* 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

12 

85.9 

67.9 

62.1 

50.9 

41.8 

33.5 

27.8 

21.9 

19.1 

14.5 

11.1 

13 

73.2 

57.8 

52.9 

43.4 

35.7 

28.6 

23.7 

18.7 

16.3 

12.4 

9.5 

14 

63.1 

49.9 

45.6 

37.4 

30.7 

24.6 

20.4 

16.2  \  14.1 

10.7 

8.2 

15 

55.0 

43.5 

39.7 

32.6 

26.8 

21.4 

17.8 

14.1 

12.2 

9.3 

7.1 

16 

48.3 

38.2 

34.9 

28.6 

23,5 

18.9 

15.6 

12.3 

10.7 

8.2 

HEF 

17 

42.8 

33.8 

30.9 

25.4 

20.9 

16.7 

13.8 

11.0 

9.5 

7.2 

5.5 

18 

38.2 

30.2 

27.6 

22.6 

18.6 

14.9 

12.3 

9.8 

8.5 

6.5 

4.9 

19 

34.2 

27.1 

24.8 

20.3 

16.7 

13.4 

11.1 

8.7 

7.6 

5.8 

4.4 

20 

30.9 

24.5 

22.4   18.3 

15.0 

12.1 

10.0 

7.9 

6.9 

5.2 

4.0 

21 

28.0 

22.2 

20.3    16.6 

13.7 

11.0 

9.0 

7.1 

6.2 

4.7 

3.6 

22 

25.5 

20.2 

18.5 

15.1 

12.5 

10.0 

8.2 

6.6 

5.7 

4.3 

3.3 

23 

23.4 

18.5 

16.9 

13.9 

11.4 

9.1 

7.6 

6.0 

5.2 

3.9 

3.0 

24 

21.5 

17.0 

15.5 

12.7 

10.5 

8.4 

7.0 

5.5 

4.8 

3.6 

2.8 

25 

19.8 

15.7 

14.3 

11.7 

9.7 

7.7 

6.4 

5.0 

4.4 

3.3 

2.6 

26 

18.3 

14.5 

13.2 

8.9 

7.1 

5.9 

4.7 

4.1 

3.1 

2.4 

27 

17.0 

13.4 

12.3 

10.1 

8.2 

6.6 

5.5 

4.3 

3.8 

2.9 

2.2 

28 

15.8 

12.5 

11.4 

9.3 

7.7 

6.2 

5.1 

4.0 

3.5 

2.7 

2.0 

29 

14.7 

11.6 

10.6 

8.7 

7.2 

5.8 

4.7 

3.8 

3.3 

2.5 

1.9 

30 

13.7 

10.9 

9.9 

8.1 

6.7 

5.4 

4.5 

3.5 

3.0 

2.3 

1.8 

For  load  of  250  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.      Maximum  fiber  strain,  16,000  Ibs.  per  square  inch. 

THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 

SPACING  OF  CARNEGIE  Z  BEAMS  FOR  UNI- 

FORM LOAD  OF  125  LBS.  PER 

SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

II 

8"  I. 

7"  I. 

6"  I. 

5"  I. 

4"  I. 

8"  I, 

Distance  bet 
supports  in 

18 
Ibs. 

15 
Ibs. 

13 

Ibs. 

10 

Ibs. 

7 
Ibs. 

6 

Ibs. 

5 

49.3 

37.1 

26.7 

17.0 

9.7 

6.0 

6 
7 
8 
9 

34.2 
25.1 
19.3 
15.2 

25.7 
18.9 
14.5 
11.4 

18.6 
13.6 
10.4 
8.2 

11.8 
8.6 
6.6 

6.8 
5.0 

4.1 

3.0 
2.3 

1.8 

3.8 
3.0 

5.2 

10 
11 

12.3 
10.2 

9.3 

7.7 

6.7 

4.2 
3.5 

2.4 
2.0 

1.5 
1.2 

5.5 

12 
13 
14 

8.6 
7.3 

6.4 

4.6 

3.a 

3.4 

2.9 
25 
2.2 

1.7 
1.4 
1.2 

1.0 
0.9 

5.5 
4.7 

6.3 

15 

5.4 

4.1 

3.0 

1.8 

1.1 

. 

16 

4.8 

3.6 

2.6 

1.7 

1.0 

. 

17 

4.2 

3.2 

2.3 

1.4 

. 

18 

3.8 

2.9 

2.1 

1.3 

.   . 

19 

3.4 

2.6 

1.8 

1.2 

.   . 

.   . 

20 

3.1 

2.3 

1.7 

1.1 

.   . 

.    . 

21 

2.8 

2.1 

1.5 

1.0 

.   . 

.   . 

22 

2.6 

1.9 

1.4 

•    • 

•   • 

For  load  of  250  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.     Maximum  fiber  strain,  16,000  Ibs.  per  square  inch. 

Qf3 

THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 

SPACING  OF  CARNEGIE  I  BEAMS  FOR  UNI- 

FORM LOAD  OF  150  LBS.  PER 

SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

If 

20"  I. 

15"  I. 

12"  I. 

10"  I. 

9"I. 

80 
IbB. 

64 
Ibs. 

80 
Ibs. 

60 
Ibs. 

50 
Ibs. 

41 
Ibs. 

40 

Ibs. 

32 
Ibs. 

33         35 
ibs.       Ibs. 

21 

Ibs. 

12 

71.5 

56.6 

51.8 

42.4 

34.9 

27.9 

23.1 

18.3 

15.9 

12,1 

9.3 

13 

61.0 

48.2 

44.1 

36.2 

29.7 

23.8 

19.7 

15.6 

13.6 

10.3 

7.9 

14 

52.5 

41.6 

38.0 

31.2 

25.6 

20.5 

17.0 

13.5 

11.7 

8.9 

6.8 

15 

45.8 

36.2 

33.1 

27.2 

223 

17.9 

14.8 

11.7 

10.2 

7.7 

5.9 

16 

17 

40.3 
35,7 

31.8 

28.2 

29.1 

25.8 

23.9 
21.1 

19.6 
17.4 

15.7 
13.9 

13.0 
11.5 

10.3 
9.1 

8.9 

6.8 

5.2 
4.6 

7.9 

6.0 

18 

31.8 

25.1 

23.0 

18.9 

15.5 

12.4 

10.3 

8.1 

7.1 

5.4 

4.1 

19 

28.5 

22.6 

20.6 

16.9 

14.0 

11.1 

9.3 

7.3 

6.3 

4.8 

3.7 

20 

21 

25.7 
23.3 

20.4 
18.5 

18.6 
16.9 

15.3 
13.8 

12.5 
11.  4 

10.0 
9.1 

8.3 

6.6 

5.7 
5.2 

4.4 
3.9 

3.3 
3.0 

7.5 

6,0 

22 

21.3 

16.9 

15.4 

12.6 

10,4 

8.3 

6.9 

5.5 

4.7 

3.6 

2.7 

23 

19.5 

15.4 

14.0 

11.6 

9.5 

7.6 

6.3 

5.0 

4.3 

3.3 

2.5 

24 

17.9 

14.1 

12.9 

10.6 

8.7 

7.0 

5.8 

4.6 

4.0 

3.0 

2.3 

25 
26 

16.5 
15.3 

13.1 
12.1 

11.9 

9.8 

8.1 

6.4 

5.3 

4.9 

4.2 
3.9 

3.7 
3.4 

2.8 
2.6 

2.1 
2.0 

11.0 

9.0 

7.4 

5.9 

27 

14.1 

11.2 

10.2 

8.4 

6.9 

5.5 

4.6 

3.6 

3.1 

2.4 

1.8 

28 

13.1 

10.4 

9.5 

7.8 

6.4 

5.1 

4.3 

3.3 

2.9 

2.2 

1.7 

29 

12.3 

9.7 

8.9 

7.3 

6.0 

4.8 

3.9 

3.1 

2.7 

2.1 

1.6 

30 

11.5 

9.1 

8.3 

6.8 

5.6 

4.5 

3.7 

2.9 

2.5 

1.9 

1.5 

For  load  of  300  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.     Maximum  fiber  strain,  16,000  Ibs.  per  square  inch. 

on 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SPACING  OF  CARNEGIE  I  BEAMS  FOB  UNI- 

FORM  LOAD  OF  ISO  LBS.  PER 

SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

Distance  between 
supports  in  feet. 

8"  I. 

7"  I. 

6"  I. 

5"  I. 

4"L 

3"!. 

18 
Ibs. 

15 
Ibs. 

13 

Ibs. 

10 
Ibs. 

7 
Ibs. 

6 

Ibs. 

5 

41.1 

30.9 

22.3 

14.1 

8.1 

4.9 

6 

285 

21.4 

15.5 

9.8 

5.6 

3.4 

7 
8 
9 

20.9 
16.1 
12.7 

15.8 
12.1 
9.5 

11.3 
8.7 
6.9 

7.2 
5.5 

4.1 

2.5 
1.9 
1.5 

3.2 
2.5 

4.3 

10 
11 

10.3 
8.5 

7.7 
6.4 

5.6 

3.5 
2.9 

2.0 
1.7 

1.2 
1.0 

4.6 

12 
13 
14 

7.1 
6.1 

5.4 

3.9 
3.3 

2.8 

2.4 
21 
1.8 

1.4 
1.2 
1.0 

0.9 

4.6 
3.9 

5.2 

15 

4.6 

3.4 

2.5 

1.6 

0.9 

.   . 

16 

4.0 

3.0 

2.2 

1.4 

.   . 

.   . 

17 

3.5 

2.7 

1.9 

1.2 

.   . 

18 

3.2 

2.4 

1.7 

1.1 

•   . 

19 

2.9 

2.1 

1.5 

1.0 

20 

2.6 

1.9 

1.4 

.    . 

21 

2.3 

1.7 

1.3 

22 

2.1 

1.6 

1.1 

•   • 

•   • 

For  load  of  300  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.     Maximum  fiber  strain,  16,000  Ibs.  per  square  inch. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SPACING  OF  CARNEGIE  I  BEAMS  FOR  UNI- 

FORM LOAD  OF  175  LBS.  PER 

SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

|l 

20"  I. 

15"  I. 

12"  I. 

10"  I. 

9'1. 

if 

80 

64 

80 

60 

•    50 

41 

40 

32 

33 

25 

21 

It 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

12 

61.3 

48.5 

44.4 

36.4 

29.9 

23.9 

19.8 

15.7 

13.7 

10.4 

7.9 

13 

52.3 

41.3 

37.8 

31.0 

25.5 

20.4 

16.9 

13.4 

11.7 

8.8 

6.8 

14 

45.0 

35.6 

32.6 

26.7 

21.9 

17.6 

14.6 

11.5 

10.1 

7.6 

5.8 

15 

39.3 

31.0 

28.4 

23.3 

19.1 

15.3 

12.7 

10.1 

8.7 

6.6 

5.1 

16 

34.5 

27.3 

25.0 

20.4 

16.8 

13.5 

11.2 

8.8 

7.7 

5.8 

4.5 

17 

30.6 

24.2 

22.1 

18.1 

14.9 

11.9 

9.9 

7.8 

6.8 

5.2 

3.9 

18 

27.3 

21.6 

19.7 

16.2 

13.3 

10.6 

8.8 

7.0 

6.1 

4.6 

3.5 

19 

24.5 

19.4 

17.7 

14.5 

11.9 

9.5 

7.9 

6.2 

5.4 

4.1 

3.1 

20 

22.1 

17.5 

16.0 

13.1 

10.8 

8.6 

7.1 

5.6 

4.9 

37 

2.9 

21 

20.0 

15.8 

14.5 

11.9 

9.8 

7.8 

6.5 

5.1 

4.5 

3.4 

2.6 

22 

18.2 

14.4 

13.2 

10.8 

8.9 

7.1 

5.9 

47 

4.1 

3.1 

2.3 

23 

16.7 

13.2 

12.1 

9.9 

8.1 

6.5 

5.4 

4.3 

3.7 

2.8 

2.2 

24 

15.3 

12.1 

11.1 

9.1 

7.5 

6.0 

5.0 

3.9 

3.4 

2.6 

2.0 

25 

14.1 

11.2 

10.2 

8.4 

6.9 

5.5 

4.6 

3.6 

3.1 

24 

1.8 

26 

13.1 

10.3 

"9T 

7.7 

6.4 

~5T 

4.2 

3.3 

29 

2.2 

1.7 

27 

12.1 

9.6 

8.8 

7.2 

5.9 

4.7 

3.9 

3.1 

2.7 

2.1 

1.6 

28 

11.3 

8.9 

8.2 

6.7 

5.5 

4.4 

3.6 

2.9 

2.5 

1.9 

1.5 

29 

10.5 

8.3 

7.6 

6.2 

5.1 

4.1 

3.4 

2.7 

2.3 

1.8 

1.4 

30 

9.8 

7.8 

7.1 

5.8 

4.8 

3.8 

3.2 

2.5 

2.2 

1.7 

1.3 

For  load  of  350  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.     Maximum  fiber  strain,  16,000  Ibs.  per  square  inch. 

00 

THE    CABNEGIB    STEEL    COMPANY,  LIMITED. 

SPACING  OP  CABNEGIB  I  BEAMS  FOB  UNI- 

FOBM  LOAD  OP  175  LBS.  PEB 

SQUABE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

Distance  between 
supports  in  feet. 

8"  I. 

7"  I. 

6"  I. 

5"! 

4"  I. 

S"L 

18 
Ibs. 

15 
Ibs. 

13 

Ibs. 

10 
Ibs. 

7 
Ibs. 

6 

Ibs. 

5 

35.2 

26.5 

19.1 

12.1 

6.9 

4.3 

6 

24.4 

18.4 

13.3 

8.4 

4.8 

3.0 

7 
8 
9 

18.0 
13.8 
10.9 

13.5 
10.3 

8.2 

9.7 
7.5 
5.9 

6.2 

4.7 

3.5 

2.2 

1.7 
1.3 

2.7 
2.1 

3.7 

10 
11 

8.8 
7.3 

6.6 
5.5 

4.8 

3.0 
2.5 

1.7 
1.4 

1.1 
0.9 

3.9 

12 

6.1 

4.6 

3.3 

2.1 

1.2 

0.7 

13 

5.2    [      &9~~ 

2.8 

1.8 

1.0 

. 

14 

4.5 

3.4 

2.4 

1.5 

0.9 

.   . 

15 

3.9 

2.9 

2.1 

1.3 

0.8 

. 

16 

3.4 

2.6 

1.9 

1.2 

. 

17 

3.0 

2.3 

1.7 

1.0 

. 

18 

2.7 

2.0 

1.5 

•   • 

.   . 

.   . 

19 

2.4 

1.8 

1.3 

. 

20 

2.2 

1.7 

1.2 

. 

. 

21 

2.0 

1.5 

1.1 

. 

22 

1.8 

1.4 

1.0 

•   • 

For  load  of  350  Ibs.  per  square  foot,  divide  the  spacing  given 

by  2.     Maximum  fiber  strain,  1  6,000  Ibs.  per  square  inch. 

on                                                            1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


EXPLANATION   OF  TABLES 

ON    THE    PROPERTIES     OF    CARNEGIE    I 

AND    DECK    BEAMS,    CHANNELS,  ^ 

BARS,  ANGLES,  TEES,    TROUGH 

AND  CORRUGATED  PLATES. 

(Pages  99  to  in,  inclusive.) 

The  tables  on  I-beams  are  calculated  for  the  minimum  weight 
to  which  each  pattern  can  be  rolled.  The  tables  for  Channels, 
Deck  Beams  and  Angles  are  calculated  for  the  minimum  and 
maximum  weights  of  the  various  shapes,  while  the  properties  of 
Z-bars  are  given  for  thicknesses  differing  by  -J^  inch.  The  above 
shapes  can  all  be  furnished  in  any  weight  intermediate  between 
the  minimum  and  maximum  weights  given. 

For  Tees,  each  shape  can  be  rolled  to  one  weight  only. 

Columns  II  and  13,  in  the  tables  for  I  and  Deck  Beams 
and  Channels,  give  coefficients  by  the  help  of  which  the 
safe,  uniformly  distributed  load  may  be  readily  and  quickly 
determined.  To  do  this,  it  is  only  necessary  to  divide  the 
coefficient  given,  by  the  span  or  distance  between  supports  in 
feet.  If  the  weight  of  the  section  is  intermediate  between  the 
minimum  and  maximum  weights  given,  add  to  the  coefficient  for 
the  minimum  weight,  the  value  given  in  columns  12  or  14,  (for 
one  pound  increase  of  weight,)  multiplied  by  the  number  of 
pounds  the  section  is  heavier  than  the  minimum. 

If  a  section  is  to  be  selected,  (as  will  usually  be  the  case,) 
intended  to  carry  a  certain  load,  for  a  length  of  span  already 
determined  on,  it  will  only  be  necessary  to  ascertain  the  coefficient 
which  this  load  and  span  will  require,  and  refer  to  the  table  for 
a  section  having  a  coefficient  of  this  value.  The  coefficient  is 
obtained  by  multiplying  the  load,  in  pounds  uniformly  distrib- 
uted, by  the  span  length  in  feet. 

In   case  the   load  is  not  uniformly  distributed,  but  is  concen- 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

trated  at  the  middle  of  the  span,  multiply  the  load  by  2  and 
then  consider  it  as  uniformly  distributed.  The  deflection  will 
be  T%ths  of  the  deflection  for  the  latter  load. 

For  other  cases  of  loading  obtain  the  bending  moment  in  ft. 
flbs.  (the  most  common  cases  are  given  on  page  96) ;  this  multi- 
plied by  8  will  give  the  coefficient  required. 

If  the  loads  are  quiescent,  the  coefficients  for  a  fiber  strain  of 
16,000  Ibs.  per  square  inch  for  steel, may  be  used;  but  if  moving 
loads  are  to  be  provided  for,  the  coefficient  for  12,500  R)s.  should 
be  taken.  Inasmuch  as  the  effects  of  impact  may  be  very  con- 
siderable, (the  strains  produced  in  an  unyielding,  inelastic 
material  by  a  load  suddenly  applied,  being  double  those  pro- 
duced by  the  same  load  in  a  quiescent  state),  it  will  sometimes 
be  advisable  to  use  still  smaller  fiber  strains  than  those  given  in 
the  tables.  In  such  cases,  the  coefficients  can  readily  be  de- 
termined by  proportion.  Thus,  for  a  fiber  strain  of  8,000  Hbs. 
per  square  inch,  the  coefficient  will  equal  the  coefficient  for 
16,000  flbs.  fiber  strain,  from  the  table,  divided  by  2. 

The  moments  of  resistance  given  in  column  9  are  used  to  de- 
termine the  fiber  strain  per  square  inch  in  a  beam,  or  other  shape, 
subjected  to  bending  or  transverse  strains,  by  simply  dividing 
the  same  into  the  bending  moment  expressed  in  inch-pounds. 

The  table  on  the  properties  of  Carnegie  T-shapes  is  modeled 
after  the  foregoing,  and  will,  therefore,  scarcely  require  explana- 
tion. The  horizontal  portion  of  the  T  is  called  the  flange,  and 
the  vertical  portion  the  stem.  In  the  case  of  the  neutral  axis 
parallel  to  the  flange,  there  will  be  two  moments  of  resistance, 
and  the  smaller  is  given.  The  fiber  strain  calculated  from  it 
will,  therefore,  give  the  larger  of  the  two  strains  in  the  extreme 
fibers,  since  these  strains  are  equal  to  the  bending  moment 
divided  by  the  moment  of  resistance  of  the  section. 

For  Carnegie  Z-bars,  complete  tables  of  moments  of  inertia, 
moments  of  resistance,  radii  of  gyration  and  values  of  the 
coefficients  (C)  are  given  on  pages  IOI  and  102  for  thicknesses 
varying  by  yL  inch.  These  coefficients  may  be  applied,  as  ex- 
plained above,  for  cases  where  the  Z-bars  are  subjected  to  trans- 
verse loading,  as,  for  example,  in  the  case  of  roof-purlins.  A 
table  of  safe  loads  of  Z  bars  is  given  on  page  77. 

92 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

For  angles,  there  will  be  two  moments  of  resistance  for 
each  position  of  the  neutral  axis,  since  the  distance  between 
the  neutral  axis  and  the  extreme  fibers  has  a  different  value  on 
one  side  of  the  axis  from  what  it  has  on  the  other.  The  moment 
of  resistance  given  in  the  table  is  the  smaller  of  these  two 
values. 

The  use  of  the  radii  of  gyration  will  be  explained  in  con- 
nection with  the  tables  on  the  strength  of  wrought  iron  columns. 

Column  15  in  the  table  of  the  Properties  of  Carnegie  Chan- 
nels, giving  the  distance  of  the  center  of  gravity  of  channel 
from  the  outside  of  web,  is  used  to  obtain  the  radius  of  gyration 
for  columns  or  struts  consisting  of  two  channels  latticed,  as 
represented  by  Figs.  1 1  and  1 2,  page  53,  for  the  case  of  the  neutral 
axis  passing  through  the  center  of  the  cross  section  parallel  to  the 
webs  of  the  channels.  This  radius  of  gyration  is  equal  to  the 
distance  between  the  center  of  gravity  of  the  channel  and  the 
center  of  the  section,  z.  e.,  neglecting  the  moments  of  inertia  of 
the  channels  around  their  own  axes,  thereby  introducing  a  slight 
error  on  the  side  of  safety. 

These  tables  have  all  been  prepared  with  great  care.  No 
approximations  have  entered  into  any  of  the  calculations,  so 
that  the  figures  given  may  be  relied  upon  as  accurate. 

EXAMPLES  OF  APPLICATION  OF  TABLES. 

I.  What    section    of    I-beam    will   be    required    to    carry 
40,000  R)s.,  uniformly  distributed,  including  its  own  weight,  over 
a  span  of  1 6  feet  between  supports,  allowing  a  fiber  strain  of 
16,000  Jbs.  per  square  inch? 

Answer:  The  coefficient  (C)  required  =  40,000  x  16  = 
640,000. 

From  table  for  15"  I — 41.0  ft>s.,  C  =  603,200  Ibs. ;  hence 

the  weight  of  the  section  must  be  increased :     64O,ooo-6o3,2oo 

7800 

=4.7  R>s.,  i.  e.  the  beam  required  will  be  a  I5X/  I-beam,  45.7 
Ibs.  per  foot. 

II.  What  load,  uniformly  distributed,  will  a  6//  Z-bar  carry, 
weighing  18.3  Ibs.  per  foot  and  measuring  12  feet  between  sup- 
ports, with  a  maximum  fiber  strain  of  12,000  Ibs  ? 


THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 


Answer:  From  table  on  page  101,  the  coefficient  (C')  for  a 
6x/Z-bar,  18.3  R)s.,=78,6oo.  Hence  the  safe  load=7 8,600-4- 12 
or  6,550  Ibs.,  including  weight  of  Z-bar. 

III.  A  light  4"  X  3X/  angle  weighing  7.1  R>s.  per  foot, 
spanning  4  feet,  is  loaded  with  1,000  Ibs.  at  center.  What  will 
be  the  maximum  fiber  strain  if  the  4"  flange  is  in  a  vertical 
position? 

Answer  :     Bending  moment  =  12,000  inch-pounds. 

From  table,  moment  of  resistance  =  1.23.  Therefore,  maxi- 
mum fiber  strain  =  I2'oo°  or  9,756  Ibs.,  which  is  the  strain 
1.23 

furthest  from  the  neutral  axis,  i.  c.,  at  the  end  of  the  long  flange. 

SPECIAL  CASES  OF  LOADING. 

I.     Beam   loaded  at  a  point  distant  "a"  feet  from  the  left 
hand  and  "b"  from  the  right  hand  support  by  a  single  load  P. 
1  =  length  of  beam  between  supports  =  a  4-  b. 

Pressure  or   Reaction   at   left  hand   support=P —  and  at 
right  hand  support  =  P — 

Maximum    bending  moment,   neglecting   dead   weight   of 

P  ib 
beam,  occurs  at  point  of  application  of  the  load  and  =         - 

P  =  (load  given  in  tables,  pages  71    to  82  )  X 

8  ab 

When  a  =  b  =  \  1 : 

P  PI 

Reaction  = ;  maximum  bending  moment '= —  and  P  = 

2  4 

load  given  in  tables  X  %• 

II.     Beam  fixed   at  one  end  and  unsupported  at  the  other, 
1  representing  the  length  of  beam  from  end  to  support. 

If  loaded  by  a  uniformly  distributed  load  W: 

Maximum  bending  moment  occurs  at  support  and  = 

W=  (load  given  in  tables,  pages  71    to  82)    X  X- 
If  loaded  with  a  single  load  P  at  its  extremity  : 
Maximum  bending  moment  occurs  at  support  and  =P1. 
P==  (load  given  in  tables)  X  %• 


94 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


GENERAL  FORMULA  ON  THE  FLEXURE  OF  BEAMS 
OF  ANY  CROSS-SECTION. 

Let  A  =  area  of  section,  in  square  inches, 

1  =  length  of  span,  in  inches, 
W=  load,  uniformily  distributed,  in  Ibs., 

M  =  bending  moment,  in  inch-pounds, 

h  =  height  of  cross-section,  out  to  out,  in  inches, 

n  =  distance  of  center  of  gravity  of  section,  from  top  or 
from  bottom,  in  inches, 

s  =  strain  per  square  inch  in  extreme  fibers  of  beam,  either 
top  or  bottom,  in  Ibs.,  according  as  n  relates  to  dis- 
tance from  top  or  from  bottom  of  section. 

D  =  maximum  deflection,  in  inches, 

I  =  moment  of  inertia  of  section,  neutral  axis  through 
center  of  gravity. 

Ir=  moment  of  inertia  cf  section,  neutral  axis  parallel  to 
above,  but  not  through  center  of  gravity. 

d  =  distance  between  these  neutral  axes. 
R  =  moment  of  resistance, 

r  =  radius  of  gyration,  in  inches, 

E  =  modulus  of  elasticity,  (for  wrought  iron,  assume 
27,000,000,  for  steel,  29,000,000.) 

Then :  R  =  — I — ,  r  =V  J— 

A 


5  Wl3  for  beam  supported  at  both  ends  and  uni- 

384  El  formly  loaded. 
_      PI*      f°r  beam  supported  at  both  ends  and  loaded 

48  El  with  a  single  load  P  at  middle. 
_      Wl3     for  beam  fixed  at  one  end  and  unsupported 
at  the  other  and  uniformly  loaded, 
for  beam  fixed  at  one  end  and  unsupported 
at  other,  and  loaded  with  a  single  load  P  at 
the  latter  end. 


05 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

BENDING-    MOMENTS   AND   DEFLECTIONS   OF 
BEAMS,  UNDER  VARIOUS  SYSTEMS 
OF  LOADING. 

W=total  load. 
l=length  of  beam. 

I=moment  of  Inertia. 
E—  modulus  of  elasticity. 

1.)    Beam  fixed  at  one  end  and 
loaded  at  the  other. 

(2.)    Beam  fixed  at  one  end  and 
uniformly  loaded. 

%J  ~-i               1 

^\<-             ^              •  • 

Safe  load=%  that  given  in  tables. 
Maximum   bending  moment  at  point 
of  support=Wl. 
Maximum    shear    at   points   of  sup- 
port=\V. 
W13 
Deflection-  gEf 

Safe  Ioad=i{  that  given  in  tables. 
Maximum  bending  moment  at  point 

of  support=— 

Maximum    shear    at    point    of    sup- 
port—W. 

W13 
Denection=--  • 

3.)    Beam  supported  at  both  ends, 
single  load  in  the  middle. 

(4.)    Beam  supported  at  both  ends 
and  uniformly  loaded. 

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JH                    I                  ff 

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\V1 
of  beam=— 

Maximum    shear   at   points    of    sup- 

'      W13 
Deflection^— 

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Maximum  bending  moment  at  middle 
Wl 
of  beam=— 
o 
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n"TtJ.8L,I 

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single  unsymmetrical  load. 
O 

(6.)    Beam  supported  at  both  ends, 
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IN         \t                      |p 

H-o.j    f    u^l| 

j^i     G     ,-N        j    b              Fj§ 

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,     Wab 
loaa=  —  :  — 

Maximum  shears  :    at   support    near 
Wb                                       Wa 
a=  ;  at  other  support  —  •  .  • 

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loads=3'2Wa. 
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nearer  support=%W. 

Wa 
Max.  Deflection==-—  ^-(312  —  4a2) 

9EI1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

VALUES   OF  MOMENTS  OF  INERTIA  FOR 
CARNEGIE   SHAPES. 

I=Moment  of  Inertia,  neutral  axis  parallel  to  flange. 


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Area=A=2bs+ht+  (b—  t)  (-     ) 


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VALUES  OF  I  (Moment  of  Inertia),  AND  B  (Moment  of 
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SECTIONS. 

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x  y  Denotes  position  of  neutral  axis. 

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THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

PROPERTIES    OP    CARNEGIE 

ANGLE  BARS 

OP   MAXIMUM  AND  MINIMUM  THICK- 

NESSES AND  "WEIGHTS. 

ANGLES  WITH    EQUAL  LEGS. 

1 

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1.17 

A  8  6    x6 

JL. 

17.2 

5.06 

1.66 

17.68 

4.07 

1.87 

1.19 

A  9  5    x5 

ft 

27.2 

7.99 

1.57 

17.75 

5.17 

1.49 

0.98 

A17|5    x5 

H 

12.3 

3.61 

1.39 

8.74 

2.42     1.56 

0.99 

A18  4     x4 

ft 

19.9 

5.84 

1.29 

8.14 

3.01     1.18 

0.80 

A90  4    x4 

T5i 

8.2 

2.40 

112 

3.71 

1.29 

1.24 

0.82 

A26:  3>/x3>^ 

If 

17.1 

5.03 

1.17 

5.25 

2.25 

1.02 

0.69 

A33  3/^x3/^ 

$ 

8.5 

2.48 

1.01 

2.87 

1.15 

1.07 

070 

A34  3    x3 

ft 

11.4 

3.36 

0.98 

2.62 

1.30 

0.88 

0.59 

A40j  3    x3 

1A 

4.9 

1.44 

0.84 

1.24 

0.58 

0.93 

0.60 

A41  Z^&ti 

% 

8.5 

2.50 

0.87 

1.67 

0.89 

0.82 

054 

A45  23jx23/ 

/i 

4.5     1.31 

0.78 

0.93 

0.48 

0.85 

0.55 

A46  2^x2^ 

7.7 

2.25 

0.81 

1.23 

0.73 

0.74 

0.49 

A50  2^x2>J 

M 

4.1 

1.19 

0.72 

0.70 

0.40 

0.77 

0.50 

A51  2^  x2X 

/*> 

6.8 

2.00 

0.74 

0.87 

0.58 

0.66 

0.48 

A55  2jJx2X 

2 

3.7 

1.06 

0.66 

051 

0.32 

0.69 

0.46 

A56  2    x2 

TV         5.3 

1.56 

0.66 

0.54 

0.40 

0.59 

0.39 

A60 

2    x2 

T36           2.5 

0.72 

0.57 

0.28 

019 

0.62 

0.40 

A61 

I3^xl3/ 

TT5 

4.6 

1.30 

0.59 

0.35 

0.30 

0.51 

0.35 

A65 

l^xl  fa 

2.1 

0.62 

0.51 

0.18 

0.14 

0.54 

0.36 

A66 

Ij4*l%      3/£ 

3.4 

0.99 

0.51 

0.19 

0.19 

0.44 

0.31 

A69 

\yw&  i  A    1.8 

0.53 

0.44 

0.11 

0.104 

0.46 

0.32 

A70 

__5 

2.4 

0.69 

0.42 

0.09 

6.109   0.36 

0.25 

A7-3 

l^xlX 

1A 

1.0 

0.30 

0.35 

0.044 

0.049 

0.38 

0.26 

A74 

l/^xli/6 

5 

2.1 

0.61 

0.39 

0.063 

0.087 

0.32 

0.24 

A77 

l^xl^ 

1A 

0.9 

027 

0.32 

0.032 

0.039 

0.34 

0.23 

A78 

1     xl 

i/ 

1.5 

0.44 

0.34 

0.037 

0.056 

0.29 

0.20 

A80 

1     xl 

1A 

0.8 

0.24 

0.30 

0.022 

0.031 

0.31 

0.21 

A81 

ft*  ft 

T\ 

1.0 

0.29 

0.29 

0.019 

0.033 

0.26 

0.18 

A82 

y&*  ft 

1A 

0.7 

0.21 

0.26 

0.014 

0.023 

0.26 

0.19 

A83 

24*  & 

1\ 

0.8     0.25  i  0.26 

0.012 

0.024    0.22 

0.16 

A84 

3//x   3/ 

4 

0.6     0.17  1  0.23 

0.009 

0.017   0.23       0.17 

A85 

rt*ys 

0.5     0.14    0.20 

0.005 

0.011    0.18       0.13 

105 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

AREAS  OF  ANGLES  VARYING  BY  Ty  IN 
THICKNESS. 

Size,  Inches. 

ft"  #"ift" 

i  / 

y*-     \TS     j^/8// 

tt" 

*H 

\\"W 

H//1// 

7     X3K    • 
6     X6 

4.40 
506 

5.00 
5.75 
4.75 
4.50 

4.75 
4.25 
4.00 
3.75 

3.50 
3.75 
3.50 
3.25 

3.25 
3.00 

5.59 
6.43 
5.31 
5.03 

5.31 
4.75 
4.47 
4.18 

3.90 
4.18 
3.90 
3.62 

3.62 
3.34 

6.17 
7.11 
5.86 
5.55 

5.86 
5.23 
4.92 
4.61 

4.30 
4.61 
4.30 
3.98 

3.99 
3.67 

6.75 
7.78 
6.41 
6.06 

6.42 
5.72 
5.37 
5.03 

4.68 
5.03 
4.68 
4.34 

4.34 
4.00 

7.31 
8.44 
6.94 
6.56 

6.94 
6.19 
5.81 

5.44 

5.06 
5.44 
5.06 
4.69 

4.69 
4.31 

7.87 
9.09 
7.47 
7.06 

7.46 
6.65 
6.25 
5.84 

5.43 
5.84 
5.43 
5.03 

5.03 

4.62 

8.42 
9.74 
7.99 
7.55 

7.99 
7.11 
6.67 

" 

8.97 

9.50 

6     X4 
6     x3^    . 

5     X5       . 
5     X4       . 
5     X3>/   . 
5     X3       . 

4  2X4 
4     X3X   • 
4     X3  "    . 

3^x3/2    - 
3^X3       . 

2.40 

2.40 
2.09 

1.93 

3.61 
3.42 

3.61 
3.23 
3.05 
2.86 

2.67 
2.86 
2.67 

2.48 

2.48 
2.30 

4.18 
3.97 

4.18 
3.75 
3.53 
3.31 

3.09 
3.31 
3.09 

2.87 

2.87 
2.65 

•• 

•• 

Size,  Inches. 

1       i 

ft" 

W 

ft"  Y*" 

ft" 

X" 

H" 

3  V-,  x  2  y<>    . 

1  44 

1.78 
1.54 
1.78 
1.62 
1.47 

1.62 
1.47 
1.31 
1.31 

1.07 
1.15 

2.11 
1.83 
2.11 
1.92 
1.73 

1.92 
1.73 
1.55 
1.55 

1.27 
1.36 

2.43 
2.11 

2.44 
2.22 
2.00 

2.22 
2.00 

1.45 
1.56 

2.75 
2.38 
2.75 
2.50 
2.25 

2.50 
2.25 
2.00 
2.00 

1.63 

3.06 
2.64 
3.06 

2.78 

3.36 
3.36 

3.6o 

*    " 

3^x2 

1.25 
1  44 

3     x3 

3     X%*/4    • 

1.31 
1.19 

1.31 
1  19 

3     X2 

1  05 

2>lx2X    • 

•• 

2^x2^      . 

0.81 

•• 

1.06 
1  06 

t 

•• 

•• 

2/4xV2  ; 

13/X13/     . 

•• 

0.67 
0.71 
0.60 
06? 

•• 

0.88 
0.94 
0.78 
0.81 

0.69 

1.00 
0.84 

1.17 
0.99 

1.30 

•  • 

•  • 

\%  X  1 
1     Xl        . 

7/8/X    7/8     • 

0.28 
0.30 

0.27 

0.24 
0.21 
0.17 
0.14 

0.53 

6.43 
0.39 

0.34 
029 
0.25 

0.47 

•     •    • 

0.56 
0.50 

0.44 

0.69 
0.61 

For  weights,  see  pages  38  to  42. 

1O6 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

PROPERTIES  OF  CARNEGIE  DECK  BEAMS. 

CO 

rH 

•  — 

lO 

r-l 

•sao^q 
SB  STIB  jBapgu       ^ 
'no  iBaJC*)  jo  snip^H 

^  t*  lO  CD  05  0}  O  OJ  02  CO 

6066666666 

BULB  ANGLES. 

Coefficients  C  and  C'  calculated  for  Fiber  Strains  of  16,000  and  12,500  Ibs.  per  square  inch  respectively. 

- 

•q3&  JO  9UTntl90  qilA. 

^uapiOUKK)  S;iB  jBai  ^ 

^  rH  rH  CO  <t  05  CO  »O  I>  CO 

r-  cb  o  ^  ^  co\t<  co  oJ  oJ 

rH 

•uteaq  jo  iq2i9&  tn 
9SB9aout  -qj  ia9A9  adj 

O     O     0     O     0 

?  8  8  §  § 

CO     CO     CO     01     OJ 

TO 

rH 

•sgSpug  JOT  posn 
•qoai  ouBnbs  aga    ^ 
•sqi  odo'ZUomBa^O 
aaqg  aoj  q;Sn9ajs 

JO  1U9IOUJ900 

8OOOOOOOOO 
000000000 

O  O5  CD  rH  02  1*  CO  I*  O  CO 

O  CO  HO  <tf  rH  05  05  t*CD  »O 

OJ  rHrH  rHrH 

OOOOOOOO 

oooooooo 

OO  1*0502  »T5  1*  CO 

cooiosr-coo^co 

rHrH 

02 

rH 

T-H 

rH 

•niBgq  jo  iq2i9A  ut 

9SB9aOUI  'qj  /a9A9  JOJ 

§OOOO 
O     O     O     O 
lO     O     ^     O 

•tf      ^      <tf      CO      CO 



•s3mpjmg  aoj  posfl 
•qiui  gaBnbs  agd 
<sqi  000'9I  J°  ^!B4S  0 
jgqg  aoj  q;3u9ais 

JO  ^U9I0^90() 

ooooooooco 
oooooooooo 

rH  rH  IQ  rH  rH  CD  CD  O  Z>  ^ 

^  CD  CO  05  OO5^  CO  t»2> 
t-  CV  O  CD  O  02  02  O  CO  1> 

OJOJOJrHrHrHrHrH 

oocooooo 
oooooooo 

rH  ^^02000  CO 

0 

rH 

•gaojgq 
SB  SUB  iBa;n9U      ^ 

'UOI^OA*  f)  JO  SIlTp'BH 

^COkOiOfCOt-OiOCO 
CO  CO  OJ  CO  05  O  0  1-02  CO 

CO  CO  CO  CO  OJ  CO  OJ  OJ  OJ  02 

CD  CO  to  CO  CD  rH  CO  CO 
COCOO5iOrH020JGO 

co'cooJoJoioJoJrH 

0> 

STIB  iBa^n9U  '90TIU    pj 

I-OJCDt-rHOJI-I-OJCO 

050t*COCDC01>rH 

rHrHrH 

00 

•J9^U93 
^•8  q9AL   0}  JBJTlOTp 
-U9dL(9d  SfiCB  ^a^T!9U  H 

05^02  OJ  CO  CD  »O  CO  COO 

05  CO  CO  »£3  OJ  kO  XO  CO  CO  ^ 
CO  rH  05  CO  CO  »O  ^  CO  02  02 

rHrH 

02  CO  CO  05  05  rH  CO  O2 

Tjio5co^co6c66 

OCD^COOJOJrH'H 
rH 

CO 

•}A  JO  9SB9aOHT  -qi      eg 

q3B9  aoj  q9j^  jo  sssu  -g 

-5[9iqi  JO  9SB9a9UI     .2 

O     COCO     CO         O 
CO     COCO     T^          »O 
O     OO     O        0 

"93UBIJ  JO  q^pTj^.     •§ 

OLOt»^COOO2>COCO 

CO  CO  CO  CO  CO  CO  CO  02 

in 

•qg&  jo  ssgtiitOTqi    -| 

CO  C9«O<#^  COOCO'*  OJ 

533SS§§»S 

rt 

% 

»OOCOCDOJ0505CO^O 
rH 

QO^COCOOOCt'05 

CO 

•>™«  i 

ocoooaoocorHCOO 

fOJOO^rH^rHCOCO 

»0  1*6  CD  ^  6  CO  CO  CO  O 

CO  OJ  02  O2  OJ  02  OJ  rH  rH  rH 

IOCOOJ02O2I*COO 

02 

rH 

•»»a,o^,a 

b6o505coco£>'r-icD 

rHrH 

O  05  CD  I*  CO  CO  CO  »O 

rH 

-™ 

O  O  rH  r-l  OJ  OJ  CO  CO  »O  tO 

oooooooooo 

OrHOJCO^lOCOI* 

cocococococococo 

PQ  pq  PQ  PQ  pq  pq  PQ  pq  PQ  PQ 

PQ  pq  oq  pq  pq  pq  PQ  PQ 

1O7 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


AR 


10 


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six?  tBjpgii  'qouT     -1 

e.mit>sj9d-sqiooo'2T  0 

jo  nrejjs  Jteqg  JDJ 


•ejojeq 


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-H9U  'Btnen  j  jo  'raopj 


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{Ba;nou  'eou^sis 

-OH  JO  JU9tHOtn  |SB31 


'BTVt9ni  jo  inaction 


•eSm^  jo  epis^no 
raojj  ^uBag  jo 
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•UOI189S  JO  TOJY 


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ooooooo  oooooo  oooooo 

^OOOOOKM  O»O»OO5»O»O 


OCDI^COCOO 

OJtHrir-lr-lrH 


occooco  oooooo  oooooo 


CJrHOJrHiHr-1 


OJCOOCO^r-00 


tHrtOi-ir^rHr-i  666666  66666 


0>O  10  CO  00  CD  CO 
Oil^COr-iCOrHCO 

C^rHrHrHiHiHr-l 


rHCDt-4C0005 
^O^O^O 

rH  r-l  r-t  rH  tH  rH 


lOWCOiHiOCO 
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iHrHOOrHQ 


CDWl>CDrHCOrH 


COrHQOrHCOCl 

ciojcxicicjcxi 


«orHf-cxr 


CO  Z>O  CO  00  CO  CO 

66r-i6666 


1OIOCOOOC4C4 

rHrHrHrHrHrH 


SOrH 
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COCDI»I*lOiO 


OOOOOO 


COCDCOrHsJ<COiO 
r-  CO  ri  00  05  10  CD 

r-iociooco 


OCOlOCOClrH 


CDCOlO^^CO 

666666 


OCMOGOCOlO 


OirHirHOirHrH 


tOlOrHCOlOQOO 

t-COrH2>2>»OCp 

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CD'-II*rHCO»O     OOCOOCOOOrH 
rHrHrHr-irHr-i    666666 


05^»010OOOJ 

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cocorjiojcooici 


rH     COOCDrHrHIO 

IO1OC4COOC4    r*iOrH 


COOQ01OOOCO 
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coqcp^o  COCDCOCOOCD 

iHrHiHrHrHrH 


cocjcowcooioj 

xxxxxxx  xxxxxx  xxxxxx 


OrHOJCOTflOCD     I*OOOJOrHC«    rH 

JOiOiOCO  CDCOCDCOCDCD 

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1O8 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


CO 


aaajoq 


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S'B  Sra^  {BJJT19TI 


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jflU'BxS  jo  japed     v 


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ooooo  oooo  ooooo  oooo 

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iHrHr-l 


CJO^COCO  (Mt-iOCO  05O05W03  rH 

z>r-i*j>i*  z*r-^i>  locoococp  cpc 

66666  6666  66666  6 


r-lr-l   OOO-HCO   rH«(MOCO 

OCOOQOCD  ooooco  cqi^cpopoo  cpopi^co 
i-ior-ioo  T-lrHoo  66666  6666 


r-iQO  i-KBCOOiH  CCOQOO 
I^OOrH  WO050JCO  0504O05 


rHr-JrHrHiH   i-HrHrHiH   rHrHOrH 


iHW^iOO  O^I-COOi  COJOCOCOOO  OOOOO 

wcjooo  OJOOCOQO  ojwcjoo  oaooico 


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o  episjTio 


jo  JG^ueo  jo  oouwjSTd  .3 


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COiOWOiCO  COCOOOOJ  ^OOI-a>3>  TMOrHC 

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COCOCO     WOJ     C«OJ(MOI«OIC«     NC4010101     r-liHrH 


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TEE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

PROPERTIES  OP  CARNEGIE  TROUGH  PLATES. 

jj 

Size  in  inches. 

Thickness  in  inches. 

WEIGHT. 

1 
£ 

a 
1 

Moment  of  Inertia 
H  neutral  axis  parallel 
to  length. 

M  Moment  of  Resistance, 
v*  axis  as  before. 

Radius  of  Gyration, 
axis  as  before. 

M10 

9^X3^ 

% 

16.32 

4.8 

3.68 

1.38 

0.91 

Mil 

9^x3^ 

T96 

18.02 

5.3 

4.13 

1.57      0.91 

M12 

9#X8# 

H 

19.72 

5.8 

4.57 

1.77    i  0.90 

M13 

9^X3^ 

H 

21.42 

6.3 

5.02 

1.96 

0.90 

M14 

9^X3^ 

U 

23.15 

6.8 

5.46 

2.15 

0.90 

PROPERTIES  OP  CARNEGIE  CORRUGATED 

PLATES. 

| 

1 

a 
1 

Thickness  in  inches. 

WEIGHT. 

| 

rt 

% 

« 

1 

Moment  of  Inertia 
H  neutral  axis  parallel 
to  length. 

^  Moment  of  Resistance, 
-'«'  axis  as  before. 

Radius  of  Gyration, 
axis  as  before. 

M30 

8^X1% 

1A 

8.06 

2.4 

0.64 

0.80 

0.52 

M31 

WXl/2 

T50 

10.10 

3.0 

0.95 

1.13 

0.57 

M32 

S^rxiK 

IM 

12.04 

3.5 

1.25 

1.42 

0.62 

M33 

12&X2* 

# 

17.75 

5.2 

4.79 

333 

0.96 

M34 

12&X2* 

^ 

20.71 

6.1 

5.81 

3.90 

0.98 

M35 

«&X2# 

* 

23.67 

7.0 

6.82 

4.46 

0.99 

111                                                    1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


EXPLANATION    OP    TABLES    ON 
BEAM  BOX  GIRDERS. 

An  economical  style  of  box  girder,  well  adapted  for  short  span 
lengths,  is  one  composed  of  a  pair  of  I-beams  with  top  and 
bottom  flange  plates.  Such  girders  are  commonly  used  for  sup- 
porting interior  walls  in  buildings.  The  tables  are  prepared  to. 
conform  with  standard  sizes  of  Carnegie  I-beams. 

The  values  given  in  the  tables  are  founded  upon  the  moments 
of  inertia  of  the  various  sections.  Deductions  were  made  for  the 
rivet  holes  in  both  flanges.  The  maximum  strain  in  extreme 
fibers  was  limited  to  13,000  fbs.  per  square  inch,  while  in  the 
tables  on  rolled  steel  beams  a  fiber  strain  of  1 6,000  fbs.  was  used. 
This  reduction  was  made  in  order  to  amply  compensate  for  the 
deterioration  of  the  metal  around  the  rivet  holes  from  punching. 

Box  girders  should  not  be  used  in  damp  or  exposed  places, 
since  the  interior  surfaces  do  not  readily  admit  of  repainting. 

EXAMPLE. 

A  13"  brick  wall,  15  feet  high,  is  to  be  built  over  an 
opening  of  24  feet.  What  will  be  the  section  of  the  girder 
required  ? 

Answer : — Assuming  25  feet  as  the  distance,  center  to  center 
of  bearings,  the  weight  of  the  wall  will  be  25X15X121^=45,375 
tbs.,  or  22.68  tons. 

On  page  114  we  find  that  a  girder  composed  of  two  I2// 
beams,  each  weighing  32.0  ft)s.  per  foot,  and  two  l4r/X 
yz"  flange  plates  will  carry  safely,  for  a  span  of  25  feet,  a 
uniformly  distributed  load  of  23.23  tons,  including  its  own 
weight.  Deducting  the  latter,  1.42  tons,  given  in  the  next 
column,  we  find  21.81  tons  for  the  value  of  the  safe  net  load, 
which  is  1.07  tons  less  than  required.  From  the  following 
column  we  find  that  by  increasing  the  thickness  of  the  flange 
plates  y^g"  we  may  add  1.52  tons  to  the  allowable  load.  This 
will  more  than  cover  the  difference.  Hence  the  required  section 
will  be  two  12"  beams  32.0  Ibs.  per  foot,  and  two  I4X/X  TV 
cover  plates 


i  i  o. 


1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

BEAM  BOX  GIRDERS. 

SAFE  LOADS  IN    TONS,   UNIFORMLY  DISTRIBUTED. 

2-10"  I  Beams  and  2  Plates  Wxj£" 

$ 

Cr 

t; 

li 

to  center  of  bea 
n  feet. 

I  Beams, 
33.0  Ibs. 
per  foot. 

I  Beams, 
25.0  Ibs. 
per  foot. 

i 

1 

ISSa 

1^1  . 

||| 

ts^l 

ill 

1|| 

II 

«r 

<S       bi>g  « 

^a'g-s-Ss 

'bOC    oJ= 

Si  §  «g  « 

•sSl^jM 

3*5  5 

ho     •— 

1  IS  J 

•£.« 

f 

3'H  ^  S<= 

filfl 

Sfp 

lilt 

!|2S 

•g)-2-rt<M 

|| 

IfIS 

iir 

III 

iffir 

III 

Ili! 

£<S3 

SJ 

J? 

12 

44.35 
40.32 
36.96 

0.55 
0.60 
0.65 

2.59 
2.36 
2.16 

38.97 
35.42 
32.47 

0.47 
0.52 
0.56 

2.64 
2.40 
2.20 

0.02 
0.03 
O.03 

13 

34.12 

0.71 

1.99 

29.98 

O.61 

2.03 

0.03 

14 

31.68 

0.76 

1.85 

27.83 

0.66 

1.89 

O.03 

15 

29.57 

0.82 

1.73 

25.98 

0.71 

1.76 

0.04 

16 

27.72 

0.87 

1.62 

24.38 

0.75 

1,65 

0.04 

17 

26.09 

0.93 

1.52 

22.93 

0.80 

1.55 

O.04 

18 

24.64 

0.98 

1.44 

21.64 

O.85 

1.47 

0.04 

19 

23.34 

1.04 

1.36 

20.51 

0.89 

1.39 

0.05 

20 

22.18 

1.09 

1.30 

19.49 

0.93 

1.32 

0.05 

21 

21.12 

1.15 

1.23 

18.56 

0.98 

1.26 

0.05 

22 

20.16 

1.20 

1.18 

17.71 

1.03 

1.20 

0.05 

23 

19.28 

1.26 

1.13 

16.95 

1.O7 

1.15 

O.06 

24 

18.48 

1.31 

1.08 

16.24 

1.12 

1.10 

0.06 

25 

17.74 

1.36 

1.04 

15.59 

1.17 

1.06 

0.06 

28 

17.06 

1.42 

1.00 

15.00 

1.21 

1.02 

0.06 

27 

16.43 

1.47 

O.96 

14.43 

1.26 

0.98 

0.07 

28 

15.84 

1.53 

0.93 

13.92 

1.31 

0.94 

0.07 

29 

15.29 

1.58 

0.89 

13.44 

1.36 

0.91 

0.07 

30 
31 

14.78 
14.31 

1.64 
1.69 

0.86 
0.84 

13.00 
12  57 

1.40 
1.45 

0.88 
0.85 

0.07 
0.08 

32 

13.86 

1.75 

0.81 

12  18 

1.50 

0.82 

0.08 

33 
34 

13.44 
13.04 

1.80 
1.86 

0.78 
O.76 

it.81 

11  46 

1.54 
1.59 

8-80 
.78 

0.08 
0.08 

35 

1267 

1.91 

0.74 

11  14 

1.64 

0.75 

O.09 

36 

12.32 

1.96 

O-72 

10.83 

1  69 

0.73 

O.O9 

37 

11.99 

2.02 

0.70 

1.73 

0.71 

38 

11.67 

2.07 

O.68 

1O  25 

1.78 

0.69 

0  09 

39 

11.37 

2.13 

0.66 

10.00 

1.83 

0.67 

0.10 

Above  values  are  based  on  maximum    iber  strains  of  13,000 

Ibs.  per  sq.  in.  ;  ^//  rivet  holes  in  both  flanges  deducted.    Weights 
of  girders  correspond  to  lengths,  center  to  center  of  bearings. 

113 

THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 

BEAM  BOX  GIRDERS. 

SAFE  LOADS  IN  TONS,   UNIFORMLY  DISTRIBUTED. 

2-12"  I  Beams  and  2  Plates  14"  X  ><" 

6" 

6" 

g 

H*-f"^  V\i 

^1 

1 

2                              I  Beams, 

I  Beams, 

Si 

Plates,                          40.0  Ibs. 

-Isf 

I 

WXJ4                          per  foot. 

14X^                           per  foot. 

t; 

si 

y^^fJU 

^gjL^JU^ 

"3  % 

r 

a 

tjT8'8 

-I"5*3 

|-2  | 

l^-s 

-If  ° 

s 

Jj^til  en 

.h-d  |j3 

•2  <gi£j 

cg^'Sai^ 

'&£  1,3 

cd    -        •    M 

•2  2 

1 

||  |5| 

alt 

llpi 

sfli 

|||t 

|i 

rn 

ftr 

111 

jifr 

PF 

JSl 

II 

10 

64.94 

0.65 

3.75 

58.08 

0.57 

3.81 

0.03 

\l 

59.02 
54.12 

0.71 
0.78 

3.40 
3.12 

52.80 
48.40 

0.63 
0.68 

3.45 
3.17 

0-03 
0.03 

13 

49.95 

0.84 

2.88 

44.68 

0-74 

2.93 

0.04 

14 

46.39 

0.91 

2.68 

41.48 

0.80 

2.72 

0.04 

15 
16 

43-29 
40.59 

0.97 
1.04 

2.50 
2.34 

38.72 
36.30 

0.85 
0.91 

2.53 
2.38 

0.04 
0.05 

17 
18 

38.20 
36.O8 

1.10 
1.17 

2.21 
2.O8 

34.16 
32.27 

0.97 
1.03 

2.24 
2.11 

0.05 
0.05 

19 

34.18 

1.23 

1.97 

30.57 

1.08 

2.00 

0.05 

20 

32.47 

1.30 

1.87 

29.04 

.14 

1.90 

O.O6 

21 
22 

30.93 
29.52 

1.36 
1.43 

1.78 
1.70 

27-66 
26.40 

.20 

:  .25 

1.81 
1.73 

O.O6 
O.O6 

23 

24 

28.23 
27.06 

1.49 
1.56 

1.63 
1.56 

25.25 
24.20 

.31 
.37 

1.65 
1.58 

O.O7 
0.07 

25 
26 
27 
28 

25.98 
24.98 
24.05 
23.19 

1.62 
1.69 
1.75 
1.82 

1.50 
1.44 
1.38 
1.34 

23.23 
22.34 
21.51 
20.74 

.42 

:  .48 

.54 
.60 

1.52 
1.46 
1.41 
1.36 

O.O7 
0.08 
O.O8 
O.Q8 

29 

22.39 

1.88 

1.29 

20.03 

.65 

1.31 

O.O8 

30 

21.65 

1.95 

1.25 

19.36 

1.71 

1.27 

0.09 

31 

20.95 

2.01 

1.21 

18.73 

1.77 

1.23 

O.O9 

32 

20.29 

2.08 

1.17 

18.15 

1.82 

1.19 

0.09 

33 

19.68 

2.14 

1.14 

17.60 

1.88 

1.15 

0.10 

34 
35 

19.  1O 
18.55 

2.21 
2.27 

1.10 
1.07 

17.08 
16.59 

1.94 
1.99 

1.12 
1.09 

0.10 
0.10 

36 

18.04 

2.34 

1.04 

16.13 

2.05 

1.06 

0.10 

37 

17.55 

2.40 

1.01 

15.70 

2.11 

1.03 

0.11 

38 
39 

17.09 
16.65 

2.47 
2.53 

O.99 
0.96 

15.28 
14.89 

2.17 
2.22 

1.00 
0.98 

8.11 
.11 

Above  values  are  based  on  maximum  fiber  strains  of   13,000 

Ibs.  per  sq.  in.  ;  •££"  rivet  holes  in  both  flanges  deducted.    Weights 
of  girders  correspond  to  lengths,  center  to  center  of  bearings. 

114. 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

BEAM  BOX  GIRDERS. 

SAFE  LOADS  IN  TONS,   UNIFORMLY   DISTRIBUTED. 

2-15"  I  Beams  and  2  Plates  14"  x  #" 

S-     - 

QK" 

6" 

.S 

| 

£ 

E15"  I. 

§3 

0 

15"  I. 

15"  I. 

41.0 

§ 

•^    .X 

e3 

80.0  Ibs. 

60.0  Ibs. 

Ibs. 

S  & 

S-S 

•S 

KL 

it 

It 

"Itg 

jsf 

•S<a 

-S  « 

Plates,  14"X%" 

Plates,  14"X%" 

Plates,  14"X%" 

•SD'S 

1 
§ 

Hia 
liti 

lf*§ 

It 

lilt 

fli 

Hi 

'SoE1*1" 

1 

j| 

-1 

ife 

*'£>! 

'rff  1^ 

"°  ta% 

'rtij'E'8 

||| 

i 

"£-~ 

-2-2'«  & 

^'-h  &-S 

HI 

il|l 

^ls.2 

ill 

f!s 

J 

1 

10 

125.45 

1.11 

1.11.01 

0.91 

90.29 

0.72 

4.63 

O.O3 

11 

114.05 

1.22 

100.92 

1.00 

82.08 

0.79 

4.21 

0.03 

12 

104.55 

1.33 

92.51 

1.09 

75,24 

O.86 

3.86 

O.O3 

13 

96.50 

1.44 

85.40 

.18 

69.45 

0.93 

3.57 

0.04 

14 

89.61 

1.55 

79.30 

.27 

64.  5O 

1.00 

3.31 

0.04 

15 

83.64 

1.67 

74.01 

..36 

60.19 

1.08 

3.09 

0.04 

16 

78.41 

1.78 

69.38 

..45 

56.43 

1.15 

2.90 

0.05 

17 

73.80 

1.89 

65.30 

.54 

53.11 

1.22 

2.72 

0.05 

18 

69.  7O 

2.0O 

61.67 

.63 

50.16 

1.29 

2.57 

O.O5 

19 

66.03 

2.11 

58.43 

1.72 

47.52 

1.36 

2.43 

0.05 

20 

62.73 

2.22 

55.50 

1.81 

45.14 

1.44 

2.32 

0.06 

21 
22 

59.74 
57.03 

2.33 
2.44 

52.86 
5O.46 

1.90 
2.00 

42.99 
41.  04 

1.51 
1.58 

2.21 
2.11 

O.06 
0.06 

23 

54.54 

2.55 

48:27 

2.09 

39.25 

1.65 

2.02 

O.07 

24 

52.27 

2.66 

46.25 

2.18 

37.62 

1.72 

1.93 

0.07 

25 

50.18 

2.78 

44.40 

2.27 

36.12 

1.79 

1.85 

0.07 

26 

48.25 

2.89 

42.  ^O 

2.36 

34.72 

1.87 

1.78 

0.08 

27 

46.47 

3.00 

41.12 

2.45 

33.44 

1.94 

1.71 

0.08 

28 

44.81 

3.11 

39.65 

2.54 

32.25 

2.01 

1.66 

O.O8 

29 

43.26 

3.22 

38.28 

2.63 

31.13 

2.08 

1.60 

0.08 

30 

41.82 

3.33 

37.0O 

2.72 

30.09 

2.15 

1.54 

0.09 

31 

40-47 

3.44 

35.81 

2.81 

29.12 

2.23 

1.49 

0.09 

32 

39.21 

3.55 

2.90 

28.21 

2.30 

..45 

0.09 

33 

38.02 

3.66 

'33.64 

2.99 

27.36 

2.37 

.41 

0.1O 

34 

36.91 

3  77 

32.65 

3.08 

26.65 

2.44 

.37 

0.10 

35 
36 

35.85 
34.85 

3.89 
4.00 

31.72 
30.84 

3.17 
3.27 

25  80 
25.08 

2.51 
2.58 

:  .33 
:  .29 

0.1O 
O.1O 

37 

33.91 

4.11 

30.00 

3  36 

24.40 

2.66 

1.25 

0.11 

38 

33.02 

4.22 

29.21 

3.45 

23.76 

2.73 

1.22 

O.ll 

39 

32.16 

4.33 

28.47 

3.54 

23.15 

2.80 

1.19 

0.11 

Above  values  are  based  on  maximum  fiber  strains  of  13,000  Ibs. 

per  sq.  in.;   |-|/x  rivet  holes  in  both  flanges  deducted.     Weights 

of  girders  correspond  to  lengths,  center  to  center  of  bearings 

1  1  fi 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

BEAM  BOX  GIRDERS. 

SAFE  LOADS  IN  TONS,  UNIFORMLY  DISTRIBUTED. 

2-20"  I  Beams  and  2  Plates  16"  X^" 

_  t7%^_ 

7" 

SJ 

a 

SI*"1  Hr**   20" 

2           lFJ'""lr        20" 

tit 

£ 

pktes                          IBeams' 

plates,                         LBnea^s> 

If 

*3 

luX%                         80-°  lts- 

1  A  v  3/                          64,0  IDS, 

T« 

-3 

per  foot. 

l| 

•CiS1"^ 

d=3£S» 

si 

|'  . 

"Si^o 

-§"!  "3 

|.S| 

1^°° 

S^-s 

g-9  £> 

il 

& 

.s^ij 

^'C  §jg 

3  gtS 

cs^'Mii^g 

•&'^|j 

ii*^ 

.«  a 

1 

"Sjjas 

s  ^11 

lj?.a« 

*|Si 

ill! 

1  i 

a 

IIIs 

s  s  IT* 

Pit 

f|f 

Ill 

II 

10 

11 

199.67 
181.51 

1.22 
1.34 

7.22 
6.56 

176.72 
160.66 

1.06 
1.16 

7.34 
6.68 

8:81 

12 

166.39 

1.46 

6.02 

147.26 

1.27 

6.12 

0.04 

13 

153.60 

1.58 

5.56 

135.95 

1.37 

5.65 

0.04 

14 

142.64 

1.70 

5.16 

126.24 

1.48 

5.25 

0.05 

15 

133.12 

1.83 

4.81 

117.82 

1.58 

4.90 

O.05 

16 

124.80 

1.95 

4.51 

110.45 

1.69 

4.59 

0-05 

11 

117-47 
11O.94 

2.O7 
2.19 

4.25 
4.01 

103.96 
98.18 

1.79 
1.90 

4.32 
4.08 

O.06 
0.06 

19 

105.10 

2.31 

3.80 

93.01 

2.01 

3.86 

0.06 

20 

99.83 

2.43 

3.61 

88.36 

2.11 

3.67 

0.07 

21 

95.08 

2.56 

3.44 

84.15 

2.22 

3.50 

0.07 

22 
23 

90-77 
86.82 

2.68 
2.80 

3.28 
3.14 

80.33 
76.84 

2.32 
2.43 

3.34 
3.19 

0.07 
0.08 

24 

83.20 

2.92 

3.01 

73.64 

2.53 

3.O6 

0.08 

25 

79.87 

3.04 

2.89 

70.69 

2.64 

2.94 

0.08 

26 

76.80 

3.16 

2.78 

67.97 

2.75 

2.82 

0.09 

27 

73.96 

3.29 

2.68 

65.46 

2.85 

2.72 

0.09 

28 

71-32 

3.41 

2.58 

63.12 

2.96 

2.62 

0.09 

29 

68.86 

3.53 

2.49 

60.94 

3.06 

2.53 

0.10 

30 
31 
32 

66.56 
64.41 
62.41 

3.65 
3.77 
3.89 

2.41 
2.33 
2.26 

58.91 
57.01 
55.22 

3.17 
3.27 
3.38 

§.45 

r>'37 

2.29 

0.10 
0.10 
0.11 

33 

60.51 

4.02 

2.19 

53.56 

3,48 

2.22 

O.ll 

34 

58.73 

4.14 

2.12 

51.98 

3.59 

2.16 

0.11 

35 
36 

57.05 
55.46 

4.26 
4.38 

2.06 
2.01 

50.50 
49.09 

3.70 
3.80 

2.10 
2.04 

0.12 
0.12 

37 

53.96 

4.50 

1.95 

47.77 

3.91 

1.98 

O.12 

38 

52.54 

4.62 

1.90 

46.51 

4.01 

1.93 

0.13 

39 

51.20 

4.75 

1.85 

45.32 

4.12 

1.88 

0.13 

Above  values  are  based  on  maximum  fiber  strains  of  13,000 

Ibs.  per  sq.  in.;  -j-f  "rivet  holes  in  both  flanges  deducted.    Weights 

of  girders  correspond  to  lengths,  center  to  center  of  bearings. 

1    1  £> 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

BEAM  BOX  GIRDER. 

SAFE  LOADS  IN  TONS,    UNIFORMLY  DISTRIBUTED. 

2-24"  I  Beams  and  2  Plates  IS^X^" 

| 

2  plates, 

[  Beams, 

of 

24" 

g 

i| 

18X% 

80.0  Ibs.  per  foot. 

1 

-2  rt 

g" 
3 

Safe  load  uniformly  dis- 
tributed (including 
weight  of  girder)  in 
tons  of  2,000  Ibs. 

Weight  of  girder 
(including  rivet 
heads)  in  tons  of 
2,000  Ibs. 

Increase  in  saio 
load  for  ^"in- 
crease in  thick- 
ness of  flange 
plate. 

Increase  in 
weight  of  girder 
f  or  y1^"  increase 
in  thickness  of 
flange  plates. 

14 

182.64 

1.78 

7.19 

0.05 

15 

170.46 

1.91 

6.71 

0.06 

16 
17 

159.81 
150.40 

2  03 
2.16 

6.29 
5.92 

0.06 
0.06 

18 

142.05 

2.29 

5.59 

0.07 

19 

134.57 

2.41 

5.30 

0.07 

20 

127-84 

2-54 

5.03 

0.08 

21 

121.76 

2.67 

4  79 

0.08 

22 

116.22 

2-79 

4.57 

0.08 

23 

111.17 

2.92 

4.38 

0.09 

24 

106.54 

3.05 

4.19 

0.09 

25 

102.27 

3.18 

4.03 

0.09 

26 
27 

98.34 
94.70 

3  30 
3.43 

3.87 
3.73 

0-10 
0.10 

28 

91.82 

3.56 

3.59 

8.11 

29 

88.17 

3.68 

3.47 

.11 

30 

85.23 

3.81 

3.35 

0.11 

31 

82.48 

3.94 

3.25 

0-12 

32 

79.90 

4.06 

3.15 

0-12 

33 

77-48 

4.19 

3.05 

O-12 

34 

75.20 

4.32 

2.96 

0.13 

35 

73.05 

4.45 

2.88 

0.13 

36 
37 

71.03 
69.11 

4.57 
4.70 

2.80 
2-72 

8.14 
.14 

38 

6729 

4.83 

2.65 

0.14 

39 

65.56 

4.95 

2.58 

0.15 

40 

63.92 

5.08 

2.52 

0.15 

41 

62.36 

5.20 

2.45 

0.16 

42 

60.88 

5.33 

2-40 

0.16 

43 

n 

59.46 
58.11 
56.82 

5.46 
5.59 
5-73 

2.34 
2.29 
225 

8.16 
.17 
O.17 

Above  values  are  based  on  maximum  fiber  strains  of  13,000 

Ibs.  per  sq.  in.  ;  •j-|//  rivet  holes  in  both  flanges  deducted.    Weights 
of  girders  correspond  to  lengths,  center  to  center  of  bearings. 

1  1  IT 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

EXPLANATION   OF    TABLES    ON    RIVETED 
PLATE  GIRDERS, 

Riveted  girders  are  used  in  cases  where  rolled  beams  are  in- 
sufficient to  carry  the  load.  On  page  57  of  the  lithograph  plates 
will  be  found  illustrations  of  various  forms  of  riveted  girders. 
The  sections  with  single  webs  are  more  economical  than  those 
with  double  webs  box  girders,  but  the  latter  are  stiffer  laterally, 
and  should  always  be  used  where  great  length  of  span 
requires  a  wide-top  flange.  If  the  girder  is  not  held  in  posi- 
tion sideways,  the  proportion  of  length  of  span  to  width  of  flange 
should  not  exceed  twenty,  without  making  provision  for  such 
increase  by  an  addition  of  metal  in  the  compression  flange 
beyond  that  required  by  the  table. 

The  web  of  the  girder  must  be  made  of  such  thickness  that 
there  will  be  no  tendency  to  buckle,  and  that  the  vertical  shear- 
ing strain  per  square  inch  will  not  exceed  10,000  pounds.  This 
shearing  stress  is  greatest  near  the  supports  and  is  obtained  by 
dividing  half  the  load  upon  the  girder  (provided  the  load  is 
symmetrically  applied)  by  the  web  section.  The  first  condition 
(security  against  buckling)  is  attained  when  this  shearing  strain 

11000 
does    not    exceed  .,  ,        d2  in    which    d   represents  the 

3000 t* 

depth  of  web  in  clear  of  flange  of  girder,  and  t  the  thickness  of 
one  web  plate  in  inches.  Ordinarily  this  formula  gives  a  lower 
strain  per  square  inch  than  10,000  pounds,  so  that  both  condi- 
tions are  usually  attained  when  the  first  is.  Instead  of  increas- 
ing the  thickness  of  the  web,  it  may  be  stiffened  by  means 
of  vertical  angles  riveted  to  it  at  proper  intervals.  These 
latter  should  always  be  less  than  the  depth  of  the  girder,  at 
least  near  the  ends,  but  toward  the  middle  of  the  girder  the 
stiffeners  may  be  placed  further  apart  or  entirely  omitted.  Stiff- 
eners  should  always  be  used  at  or  near  the  supports,  and  at  any- 
other  point  where  there  is  a  concentration  of  heavy  loads.  The 
duty  of  these  stiffeners  in  such  cases  is  twofold :  first,  to  prevent 
buckling  of  the  web;  second,  to  transmit  the  shear  to  the  web 
by  means  of  the  abutting  areas  and  the  rivets,  both  of  which  must 
be  sufficient  for  the  purpose. 

The  rivets  generally  should  be  %ff  and  the  spacing  in 
flanges  ought  not  to  exceed  six  inches,  and  should  be  closer  for 
heavy  flanges ;  but  in  all  cases  it  should  be  close  at  the  ends, 
say  three  inches  for  a  distance  equal  to  the  depth  of  the  girder. 
Where  loads  are  great,  especial  calculation  for  rivet  spacing 
should  be  made,  allowing  9,000  pounds  per  square  inch  for 
shearing  and  18,000  pounds  per  square  inch  for  bearing. 

The  unsupported  width  of  flange  plates,  subjected  to  compres- 


i  i  ft 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


sion,  should  not  exceed  32  times  their  thickness,  nor  should  the 
flange  plates  extend  beyond  the  outer  line  of  rivets  more  than  five 
inches  nor  more  than  eight  times  their  thickness. 

The  term  "  flange,"  as  applied  to  the  riveted  girders,  embraces 
all  the  metal  in  top  or  bottom  of  girder  exclusive  of  web  plate  ; 
or,  in  the  case  of  a  rolled  beam  or  channel  with  top  and  bottom 
plates,  all  the  metal  exclusive  of  that  part  of  the  web  between 
fillets. 

Girders  intended  to  carry  plastering  should  be  limited  in  depth 
from  out  to  out  to  J^  of  the  span  length  (^ff  per  foot);  other- 
wise the  deflection"is  liable  to  cause  the  plastering  to  crack. 

The  following  pages,  Nos.  120  to  123,  inclusive,  furnish  a 
ready  means  for  determining  the  sections  of  plate  or  box  girders 
necessary  to  carry  specified  loads  for  spans  varying  from  20  to  40 
feet,  center  to  center  of  bearings. 

The  "  Safe  Loads  "  are  given  for  the  sections  shown,  and  in 
columns  headed  "  Increase  in  Safe  Load"  is  given  the  increase 
in  safe  load  for  each  y1g//  increase  in  thickness  of  flange  plates. 
The  flange  plates  may  be  altered  in  width  and  thickness,  pro- 
vided the  section  remains  the  same  as  that  required  in  the  table 
and  the  conditions  in  regard  to  unsupported  width  be  fulfilled. 

EXAMPLE  OF  APPLICATION    OF  TABLE. 

A  30/x  box  girder  is  to  carry  a  load  of  80  tons  over  a  clear 
span  of  30  feet.  What  section  of  girder  is  required  ?  The  span 
from  center  to  center  of  bearings  we  will  assume  to  be  31  feet. 

In  the  table,  page  122,  the  safe  load  for  this  span  and  for  the 
girder  shown  is  found  to  be  62.96  tons  including  weight  of  girder, 
which  latter,  according  to  the  table,  may  be  assumed  at  about 
3.5  tons.  The  total  load  to  be  carried  is,  therefore,  83.5  tons. 
The  increase  in  safe  load  for  T^"  increase  in  thickness  of  flange 
plate  given  in  the  table  is  3.70  tons.  The  thickness  of  the  flange 
plate  is  then  obtained  as  follows:  83.5  tons—  62.96  tons=20.54 
tons.  This-=-3.70  tons  is  very  nearly  6.  Each  flange  plate, 
therefore,  must  be  increased  by  ^//,  making  a  total  thickness  of 
flange  plate  of  %". 

The  section  of  'the  girder  is  then  composed  of  two  30"  X^" 
web  plates,  two  16"  X/-'/'  flange  plates  (which  could  be  made 
18"  X  H"  or  20"  X%",  etc.—  -see  previous  note),  and  four 
flange  angles.  The  shear  in  one  web  is 

or  2785  pounds  per  square  inch,  which  is  also  safe 


.      p 

11000 


against  buckling,  since  it  is  less  than  ^  ,  ___  d2     _  which,  in 

3000  t2 
this  case,  is  5,000  pounds. 


119 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

PLATE  GIRDERS. 

SAFE   LOADS   IN  TONS,    UNIFORMLY    DISTRIBUTED. 

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sections  using 

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correspond  to  lengths,  center  to  center  of  bearings  and  include  rivet 

heads,  stiffeners  and  fillers. 

1  on 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

PLATE  GIRDERS. 

SAFE  LOADS   IN  TONS,   UNIFORMLY   DISTRIBUTED. 

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1  91 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

BOX  GIRDERS. 

SAFE  LOADS   IN  TONS,    UNIFORMLY   DISTRIBUTED. 

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122 

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BOX  GIRDERS. 

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.11 

274.8 

3.95 

15.05 

.13 

22 

168.2 

3.19 

9.64 

.11 

262.3 

4.13 

14.37 

.14 

23 

160.8 

3.36 

9.22 

.12 

251.0 

4.34 

13.74 

.15 

24 

154.2 

3.49 

8.84 

.12 

240.5 

4.52 

13.17 

.15 

25 

148.0 

3.63 

8.48 

.13 

230.9 

4.69 

12.64 

.16 

26 

142.4 

3.76 

8.18 

.13 

222.0 

4.87 

12.16 

.17 

27 

137.0 

3.8( 

} 

7.85 

.14 

213.8 

5.04 

11.70 

.17 

28 

132.1 

4.03 

7.57 

.14 

206.2 

5.21 

11.29 

.18 

29 

127.6 

4.15 

7.31 

.15 

199.0 

5.43 

10.91 

.19 

30 

12 

3  q 

J.O 

4.33 

7.06 

.15 

192.4 

5.61 

10.54 

.19 

31 

119.3 

4.45 

6.83  »     .16 

186.2 

5.78 

10.21 

.20 

32 

115.6 

4.60 

6.63  1     .16 

180.3 

5.95 

9.88 

.20 

33 

112.1 

4.74 

6.43 

.17 

174.9 

6.12 

9.58 

.21 

34 

108.8 

4.87 

6.24 

.17 

169.8 

6.29 

9.30 

.22 

35 

105.7 

5.00 

6.06 

.18 

164.9 

6.47 

9.03 

.22 

36 

102.8 

5.17 

5.90 

.18 

160.3 

6.69 

8.78 

.23 

37 

100.0 

5.31 

5.74 

.19 

156.0 

6.86 

8.54 

.24 

38 

97.4 

5.44 

5.58 

.19 

151.9 

6.94 

8.32 

.24 

39 

94.9 

5.58 

5.44 

.20 

148.0 

7.20 

8.11 

.25 

40 

92.5 

5.71 

5.30 

.20 

144.3 

7.38 

7.91 

.26 

The  above  values  are  founded  on  the  moments  of  inertia  of  the 

sections  using  a  maximum  fiber  strain  of  13,000  Ibs.  per  square  inch  ; 

|f  "  rivet  holes 

in  both  flanges   deducted.       Weights   of  girders 

correspond  to  lengths,  center  to  center  of  bearings  and  include  rivet 

heads,  stiffeners  and  fillers. 

1  O1^ 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


Z-BEAMS  AS  USED  IN  FOUNDATIONS. 

In  designing  the  foundations  of  walls  and  piers  of  buildings, 
when  they  rest  upon  a  yielding  stratum,  proper  provision  must 
be  made  for  the  uniform  distribution  of  the  weight.  In  case  the 
walls  are  of  different  thicknesses  and  heights,  the  widths  of  the 
foundations  must  be  proportioned  according  to  the  different  loads 
resulting  therefrom,  so  that  the  bearing  per  unit  of  ground-area 
will  be  equal  and  a  uniform  settlement  of  the  completed  struct- 
ure is  ensured. 

The  introduction  of  timber  beams  as  a  means  of  obtaining 
wider  bearing  surfaces  at  the  base,  is  a  practice  to  be  strongly 
condemned,  unless  the  wood  is  in  a  position  to  remain  contin- 
ually moist.  Where  this  is  not  the  case,  the  timber  will  soon  rot 
away,  thereby  giving  rise  to  an  unequal  settlement  of  the  walls, 
which  is  very  injurious,  if  not  destructive,  to  the  masonry. 

Rails,  imbedded  in  concrete,  are  not  open  to  this  objection. 
They  offer,  however,  comparatively  little  resistance  to  deflection, 
and  for  this  reason,  if  allowed  to  project  beyond  the  masonry  to 
any  considerable  length,  the  concrete  filling  is  liable  to  crack, 
and  thus  the  strength  of  the  foundation  becomes  impaired. 

I-beams,  more  recently  used  for  this  purpose,  are  found  to  be 
superior  in  every  respect.  A  greater  depth  can  be  adopted,  the 
deflection  thus  reduced  to  a  minimum  and  a  sufficient  saving 
effected  to  more  than  compensate  for  their  additional  cost  per 
pound. 

The  foundation  should  be  prepared  (see  illustration  p.  126)  by 
first  laying  a  bed  of  concrete  to  a  depth  of  from  4  to  1 2  inches  and 
then  placing  upon  this  a  row  of  I-beams  at  right  angles  to  the 
face  of  the  wall.  In  the  case  of  heavy  piers,  the  beams  may  be 
crossed  in  two  directions.  Their  distances  apart,  from  center  to 
center,  may  vary  from  9  to  24  inches  according  to  circumstances, 
i.  e.,  length  of  their  projection  beyond  the  masonry,  thickness  of 
concrete,,  estimated  pressure  per  square  foot,  etc.  They  should 
be  placed  at  least  far  enough  apart  to  permit  the  introduction  of 
the  concrete  filling  and  its  proper  tamping  between  the  beams. 
Unless  the  concrete  is  of  unusual  thickness,  it  will  not  be  advisa- 
ble to  exceed  2O//  spacing,  since  otherwise  the  concrete  may  not 
be  of  sufficient  strength  to  properly  transmit  the  npward  pressure 
to  the  beams.  The  most  useful  application  of  this  method  of 
founding,  is  in  localities  where  a  thin  and  comparatively  compact 
stratum  overlies  another  of  a  more  yielding  nature.  By  using 
I-beams  in  such  cases,  the  requisite  spread  at  the  base  may  be 
obtained  without  either  penetrating  the  firm  upper  stratum  or 
carrying  the  footing-courses  to  such  a  height  as  to  encroach  un- 
duly upon  the  basement-room. 


124 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


METHOD  OF  CALCULATION. 


Let  L=Weight  of  wall  per  lineal  foot,  in  tons. 

and  b=Assumed  bearing  capacity  of  ground,  per  square 
foot,  (visually  from  I  to  3  tons.) 

Then  ^  =W=Required  width  of  foundation,  in  feet. 

w= Width  of  lowest  course  of  footing-stones. 
p= Projection  of  beams  beyond  masonry,  in  feet. 
s=Spacing  of  beams  center  to  center,  in  feet. 

Evidently  the  size  of  beams  required  will  depend  upon  their 
strength  as  cantilevers  of  a  length  "  p,"  sustaining  the  upward 
reaction,  which  may  be  regarded  as  a  uniformly  distributed  load. 

Thus  p  b=uniformly  distributed  load   (in  tons)   on   canti- 
levers, per  lineal  foot  of  wall, 

and  p  b  s=uniform  load  in  tons,  on  each  beam. 

The  table  on  the  following  page  gives  the  safe  lengths  "p  " 
for  the  various  sizes  and  weights  of  beams,  for  s=i  foot  and 
"  b"  ranging  from  I  to  5  tons  per  square  foot.  For  other  values 
of  "s"  say  I5X/,  i.e.,  l)^/,  the  table  may  be  used  by  simply 
considering  "b"  increased  in  the  same  ratio  as  "s"  (see 
example  below).  As  regards  the  weight  of  beams,  it  is  advan- 
tageous to  assign  to  "  s  "  as  great  a  value  as  is  warranted  by  the 
other  considerations  which  obtain. 


EXAMPLE  SHOWING  APPLICATION   OF  TABLE. 

The  weight  of  a  brick  wall,  together  with  the  load  it  must 
support,  is  40  tons  per  lineal  foot.  The  width  of  the  lowest 
footing-course  of  masonry  is  6  feet.  Allowing  a  pressure  of  2 
tons  per  square  foot  on  the  foundation,  what  size  and  length  of 
I-beams  18"  center  to  center  will  be  required? 

Answer  :    L=4O  b=2  w=6  s=  I J^ . 

Therefore  W=4O-^2=2O  feet,  the  required  length  of  beams. 
The  projection  "p"=^  (2O-6)=7  feet. 

In  order  to  apply  the  table  (calculated  for  s=i/),  we  must 
consider  "  b"  increased  in  the  same  ratio  as  "s,"  i.  e.,  b=2X 
i%=3  tons. 

In  the  column  for  3  tons,  we  find  the  length  7  feet  to  agree 
with  2OX/  I-beams  64.0  ibs.  per  foot. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SaaementHoor  line 


Concrete, 


TABLE  GIVING  SAFE  LENGTHS  OF  PROJECTIONS  "  p  "  IN  FEET,  (SEE 

ILLUSTRATION,)  FOR  "s"=l  FOOT  AND  VALUES  OF  "b" 

RANGING  FROM  1  TO  5  TONS. 


Depth 
of 


Weight 

foot. 


b  (TONS  PER  SQUARE  FOOT.) 


64 


80 


40 


14.0 
12.5 

12.0 

10.5 

9.5 

8.5 

8.0 
7.0 
6.5 
5.5 

5.0 
4.5 
4.0 
3.0 

2.5 
2.0 


12.5 
11.0 

10.5 
9.5 
8.5 
8.0 

7.0 
6,5 
6.0 
5.0 

4.5 
4.0 
3.5 
3.0 

2.5 
2.0 


11.5 
10.0 

9.5 
8.5 
8.0 
7.0 

6.5 
5.5 
5.5 
4.5 


4.0 
3.5 
3.0 
2.5 

2.0 
1.5 


10.0 
8.5 

8.5 
7.5 
7.0 
6.0 

5.5 
5.0 
4.5 
4.0 

3.5 
3.0 
2.5 
2.5 

2.0 
1.5 


9.0 
8.0 

8.0 

7.0 
6.5 
6.0 

5.5 
4.5 
4.5 
4.0 

3.5 
3.0 
2.5 
2.0 

1.5 
1.5 


9.0 
8.0 

7.5 
6.5 
6.0 
5.5 

5.0 
4.5 
4.0 
3.5 

3.0 
3.0 
2.5 
2.0 

1.5 
1.5 


8.0 
7.0 

7.0 
6.0 
5.5 
5.0 

4.5 
4.0 
4.0 
3.5 

3.0 
2.5 
2.0 
2.0 


1.5 


7.5 
6.5 

6.5 
5.5 
5.0 
4.5 

4.0 
4.0 
3.5 
3.0 

2.5 
2.5 
2.0 
1.5 

1.5 


7.0 
6.0 

6.0 
5.5 
5.0 
4.5 

4.0 
3.5 
3.5 
3.0 

2.5 
2.0 

2.0 

1.5 

1.5 


6.5 
6.0 

5.5 
5.0 
4.5 
4.0 

3.5 
3.5 
3.0 
2.5 

2.5 

2.0 
2.0 
1.5 


6.0 
5.5 

5.0 

5.0 
4.5 
4.0 

3.5 
3.0 
3.0 
2.5 

2.0 

2.0 
1.5 
1.5 


Values  given  based  on  extreme  fiber  strains  of  16,000  Ibs.  per 
square  inch. 


126 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


COLUMNS  IN  FIRE-PROOF  BUILDINGS. 

The  subject  of  fire-proof  construction  is  steadily  growing  in 
importance.  The  need  of  fire-proof  buildings  in  the  business 
centers  of  our  great  cities  has  been  well  demonstrated,  and  their 
superiority  has  become  so  generally  recognized,  that  at  present 
but  few  structures  of  any  size  or  importance  are  designed  which 
are  not  more  or  less  of  this  type.  This  change  has  been  facili- 
tated in  no  small  measure  by  a  number  of  signal  improvements 
made  of  late  in  the  art  of  fire-proof  construction,  ensuring  not 
only  a  higher  degree  of  efficiency,  but  a  considerable  reduction  in 
cost,  compared  with  methods  formerly  practiced. 

The  old  style  of  solid  brick  arch,  onca  so  prevalent  in  floor- 
construction,  has  been  almost  wholly  supplanted  by  the  more 
modern  forms  of  hollow  tile  and  terra  cotta  arches.  The  im- 
portant advantages  of  the  latter  have  been  already  pointed  out  in 
these  pages.  Roofs,  ceilings  and  partition  walls  are  now  also 
largely  constructed  of  these  light  refractory  materials. 

The  substitution  of  steel  for  iron  in  beams  may  be  cited  as  a 
more  recent  though  hardly  less  radical  improvement  in  this 
direction,  and,  simultaneously,  the  introduction  by  this  firm  of 
new  patterns  for  its  steel  beams.  These  patterns  are  of  more 
convenient  shape  and  much  more  economical  of  material  than 
the  old  forms. 

Another  change  which  is  gradually  taking  place  is  the  substi- 
tution of  steel  for  cast  iron  in  the  composition  of  columns.  Cast 
iron  is  a  material,  so  uncertain  in  character,  that  it?  use  has  long 
since  been  abandoned  in  bridge  construction.  In  buildings  the 
loads  are  generally  quiescent,  and  the  liability  to  sudden  shocks  is 
more  remote  than  in  bridges;  yet,  on  the  other  hand,  the 
columns  seldom  receive  their  loads  as  favorably  as  in  bridges; 
in  most  cases  there  exists  considerable  eccentricity,  that  is, 
the  loads  on  one  side  of  the  column  are  heavier  than  those 
on  the  other  side,  and  the  bending  strains  arising  therefrom  in- 
crease the  strains  from  direct  compression  materially. 

The  following  are  some  of  the  contingencies  which  may  arise 


127 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

in  the  manufacture  of  castings,  and  which  preclude  anything 
approaching  uniformity  in  the  product. 

In  the  case  of  hollow  cast  iron  columns,  while  the  metal  is  yet 
in  a  molten  state,  the  buoyancy  of  the  central  core  tends  to  cause 
it  to  rise,  thereby  reducing  the  thickness  of  the  metal  above  and 
increasing  the  same  below.  When  columns  are  of  such  a  length 
as  to  make  it  necessary  to  pour  the  metal  into  the  mould  from 
both  ends,  it  sometimes  occurs  that  the  iron  becomes  too  much 
chilled  on  the  surface  to  properly  mix  and  unite,  thus  creating 
a  weak  seam  at  the  very  point  where  the  greatest  strength  will  be 
needed.  The  presence  of  confined  air,  producing  "  blow  holes" 
and  «  honey-comb,"  and  the  collection  of  impurities  at  the  bottom 
of  the  mould  may  be  further  mentioned  as  frequent  sources  of 
weakness  in  cast  iron. 

The  most  critical  condition,  however,  is  that  due  to  the  unequal 
contraction  of  the  metal  during  the  process  of  cooling,  thereby 
giving  rise  to  initial  strains,  at  times  of  sufficient  force  to  produce 
rupture  in  the  column  or  in  its  lugs  on  the  slightest  provocation. 
In  many  cases,  the  trouble  can  be  ascribed  to  faulty  designing  or 
carelessness  in  the  execution  of  the  work,  yet  even  under  favor- 
able conditions,  it  is  so  difficult  to  secure  equal  radiation  from  the 
moulds  in  all  directions  that  castings,  entirely  exempt  from  in- 
herent shrinkage  strains,  are  probably  seldom  produced. 

As  a  protection  against  these  contingencies,  resort  must  be  had 
either  to  the  crude  and  uncertain  expedient  of  a  high  safety 
factor,  not  less  than  eight  or  ten,  or  a  material,  such  as  rolled 
steel,  must  be  adopted,  of  a  more  uniform  and  reliable  character 
than  cast  iron. 

STEEL  COLUMNS  fail  either  by  deflecting  bodily  out  of  a 
straight  line,  or  by  the  buckling  of  the  metal  between  rivets 
or  other  points  of  support.  Both  actions  may  take  place  at  the 
same  time,  but  if  the  latter  occurs  alone,  it  may  be  an  indication 
that  the  rivet  spacing  or  the  thickness  of  the  metal  is  insufficient. 

The  rule  has  been  deduced  from  actual  experiments  upon 
wrought  iron  columns,  that  the  distance  between  centers  of  rivets 
should  not  exceed,  in  the  line  of  strain  sixteen  times  the  thick- 
ness of  metal  of  the  parts  joined,  and  that  the  distance  between 


1  Oft 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


rivets  or  other  points  of  support,  at  right  angles  to  the  line  of 
strain,  should  not  exceed  thirty-two  times  the  thickness  of  the 
metal. 

On  page  53  sections  are  shown  of  some  of  the  most  common 
forms  of  built  columns.  Figs,  6,  13,  15  and  16,  belong  to 
the  type  known  as  Closed  Columns.  As  it  is  impracticable  to 
repaint  the  inner  surfaces  of  such  columns,  they  should  prefer- 
ably be  used  only  for  interior  work,  where  the  changes  in 
temperature  are  not  considerable,  and  the  air  is  comparatively 
dry.  In  places  exposed  to  the  extremes  of  temperature  and 
unprotected  from  the  rain,  the  paint  on  the  inner  surface  of  the 
column  will,  sooner  or  later,  cease  to  be  a  protection,  corrosion 
will  set  in,  and,  once  begun,  will  continue  as  long  as  there  is 
unoxidized  metal  left  in  the  column. 

The  remaining  figures  on  the  same  page  represent  types  of 
columns  with  open  sections,  which  readily  admit  of  repainting, 
and  are  therefore  suitable  for  out-door  work. 

Of  these,  Fig.  14,  known  as  Z-bar  column,  is  believed  to  offer 
advantages  superior  to  those  of  any  other  steel  or  wrought  iron 
column  in  the  market. 

Its  claims  for  superiority  are  based  mainly  on  the  following 
qualities : 

ist.  ECONOMY  OF  MANUFACTURE. — Only  two  rows  of  rivets 
are  required,  while  four  or  more  are  used  for  any  other  column 
of  an  equal  sectional  area. 

2d.  HIGH  ULTIMATE  RESISTANCE  TO  COMPRESSION. — For 
discussion  on  this  point  see  pages  131  to  133,  inclusive. 

jdL     GREAT  ADAPTABILITY  FOR  EFFECTING  CONNECTIONS 

WITH  I-BEAMS,  AND  REDUCING   ECCENTRICITY  OF    LOADING. — 

When  used  in  buildings,  for  supporting  single  floor  beams  or 
double  beam  girders,  these  qualities  are  of  the  greatest  impor- 
tance. Complete  details  of  these  connections  are  shown  on  pages 
55  and  56. 

4th.  FAVORABLE  FORM  FOR  INSPECTION  AND  REPAINTING. — 
This  is  a  very  desirable  feature  when  used  for  out-door  work. 
In  buildings,  as  a  rule,  the  columns  are  permanently  encased  in 
a  fire-proofing  composition. 

129 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

When  unusually  heavy  loads  must  be  provided  for,  as  in  the 
case  of  columns  for  the  lower  stories  of  very  high  buildings,  the 
standard  sections  of  Z-bar  columns  may  be  reinforced  to  the 
required  strength  by  using  either  a  double  central  web  plate  or 
by  the  addition  of  outside  cover  plates,  or,  if  need  be,  both, 
forming  thus  a  closed  or  box  column.  Standard  cast  bases  are 
shown  in  Figs.  4,  5  and  6,  and  standard  built  bases  in  Figs.  7 
and  8,  page  54. 

The  standard  connections  for  double  I-beam  girders  and  single 
floor  beams  to  Z-bar  columns,  detailed  on  pages  55  and  56,  were 
designed  to  fairly  cover  the  range  of  ordinary  practice.  When 
the  maximum  loads,  in  tons,  indicated  for  each  case,  are  ex- 
ceeded, the  connections  may  be  correspondingly  strengthened  by 
simply  using  longer  vertical  angles  for  the  brackets  and  increas- 
ing the  number  of  rivets.  In  proportioning  these  connections, 
the  shearing  strain  on  rivets  was  assumed  of  a  maximum  intensity 
of  10,000  ifos.  per  square  inch. 

On  page  54,  Figs.  1,  2  and  3,  are  shown  different  forms  of  fire- 
proofing  for  Z-bar  columns,  giving  the  latter  a  cylindrical  or  a 
prismatic  finish  with  rounded  corners,  as  may  be  preferred.  The 
air  space  between  the  tiling  and  the  metal  adds  to  the  protection 
of  the  latter  in  the  event  of  fire.  The  recesses  in  the  columns 
may  be  used  to  good  advantage  in  buildings  for  conducting  water 
and  gas  pipes,  electric  wires,  etc. 

Complete  tables  of  dimensions  and  safe  loads  in  tons  for 
standard  Z-bar  columns  of  different  lengths  are  given  on  pages 
135  to  148,  inclusive. 


ISO 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


COLUMNS  AND  STRUTS. 

EXPLANATION  OF  TABLES,  PAGES  135  TO  154,  INCLUSIVE. 

The  tables  on  Safe  Loads  for  Z-bar  Columns  are  applicable  to 
lengths  up  to  5(K  for  the  larger,  and  up  to  40/  for  the 
smaller  columns.  Complete  dimensions  are  given  opposite  the 
tables  of  safe  loads.  These  tables  are  compiled  on  the  basis  of  an 
allowable  strain  per  square  inch  of  12,000  pounds  ( factor  of 
safety  4),  for  lengths  of  90  radii  and  under,  and  an  allowable 

strain,  deduced  from  the  formula  17,100—57—,  for  lengths  greater 

than  this  limit. 

No  tests  have  as  yet  been  made  on  full  sized  steel  Z-bar 
columns,  and  the  above  deductions  are  based  on  a  series  of  ex- 
periments made  on  full  sized  iron  Z-bar  columns.  For  a  de- 
tailed report  of  these  tests,  see  Trans.  Am.  Soc.  C.  E.,  paper  by 
C.  L.  Strobel  on  Z-bar  Columns,  April,  1888.  A  condensed  sum- 
mary of  the  results  of  these  compression  tests  is  given  below  : — 


Section  of  Columns :  4  Z-bars,  2^//X^//X^//— (latticed.) 
Radius  of  Gyration — (Lattice  bars  not  considered)=2.05// 


-r 

Column. 

Sectional 
Area. 

Square 
inches. 

Ultim.  Strength 
by  actual  tests: 
Pounds  per 
square  inch. 

Ratio  of  length 
to  least  radius 
of  gyration. 

Ultim.  Strength 
by  formula, 
(Rankine-Gordon) 
36000 

1  +  36000r2 

Ultimate 
Strength 
by  formula  : 

46000—  125  -j 

IfX-llK" 

9.435 
9.984 

36800 
346OO 

64 

32300 

W~  9" 

9.480 
9.280 

3460O 
36600 

88 

29600 

35OOO 

« 

19'—   0%" 

9.241 
10.104 

33800 
33700 

112 

26700 

(4 

32200 

22'-  0" 

l(     « 

9.286 
9.286 
9.286 

30700 
29500 
307OO 

129 

« 

24600 

«( 

29900 

M 

25'-  0" 

it   « 

9.156 
9.456 
9.516 

28100 
28000 
28400 

146 

M 

22600 

27750 

«< 

28'-  0" 

«  _  « 

«  « 

9.375 
9.643 
9.375 

27700 
28000 
27600 

164 

M 

20600 

M 

25500 

>« 

From  these  tests  the  ultimate  stress  per  square  inch  for  iron 
Z-bar  columns  whose  lengths  were  equal  to  or  less  than  90  radii, 
was  found  to  be  35,000  Ibs.;  and  for  columns,  whose  lengths 
exceeded  this  limit,  this  stress  conformed  very  closely  to  that 

deduced  from  the  formula  46,000—125—. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

It  has  been  customary  to  allow  8,000  pounds  per  square  inch 
in  compression  for  bridge  members  of  short  length,  which  corres- 
ponds to  a  factor  of  safety  of  ?|gjl=4  375,  when  taken  with. 

reference  to  the  ultimate  strength. 

Dividing  the  constants  in  the  above  formula  by  4.375,  we  ob- 
tain nearly  10,600 — 28-5—  .  For  convenience  and  as  providing  ad- 
ditional security  for  long  members,  it  was  thought  advisable  to 
substitute  30  for  28.5  as  the  second  constant,  thus  reducing  the 
formula  to  the  shape  in  which  it  appears  in  the  tablest 

It  is  to  be  noted  that  the  allowable  stresses  were  assumed  at 
8,000  and  10,000  pounds  per  square  inch  respectively  for  lengths 
of  90  radii  and  under.  The  above  mentioned  tests  on  Iron 
Z-bar  columns,  as  well  as  former  tests  upon  columns  of  other 
types  all  warrant  the  conclusion  that  to  this  limit  at  least  the 
ultimate  strength  is  practically  constant  irrespective  of  length, 
though  varying  for  different  types  of  columns. 

Further  experiments  made  to  determine  the  relative  strength 
of  steel  and  iron  struts  indicate,  that  for  lengths  up  to  90  radii  of 
gyration,  the  ultimate  strength  of  steel  is  about  20  per  cent, 
higher  than  for  iron.  Beyond  this  point  the  excessive  strength 
diminishes,  until  it  becomes  zero  at  about  200  radii.  After 
passing  this  limit  the  compressive  resistance  of  steel  and  iron 
seems  to  become  practically  equal. 

From  these  experiments  the  final  results  are  obtained ;  for 
steel  Z-bar  columns,  of  lengths  of  90  radii  and  under,  12,000  tt)s. 
per  square  inch  is  taken  as  the  allowable  stress,  being  20  per 
cent,  in  excess  of  that  for  iron  (factor  of  safety  4).  The  formula 

17,100 — 57—,  used  for  columns  of  greater  lengths  gives  results  20 

per  cent,  higher  than  the  corresponding  values  for  iron  for  lengths 
of  90  radii,  and  from  this  point  the  ratio  of  excess  will  be  found 
to  decrease  after  the  manner  of  the  above  mentioned  experi- 
mental resul  s. 

The  steel  referred  to  here  is  what  is  known  as  "mild"  steel 
having  an  ultimate  strength  of  about  60,000  pounds  per  square 
inch  and  containing  a  comparatively  low  percentage  of  carbon. 

The  values  given  in  tables  on  steel  Z-bar  columns  should  be 
used  only  for  cases  in  which  the  loads  are  for  the  most  part 
statical,  and  equal,  or  very  nearly  so,  on  opposite  sides  of  the 
column.  When  there  is  much  eccentricity  of  loading,  or  the 
loads  are  subject  to  sudden  changes,  the  tabulated  values  must  be 
reduced  according  to  circumstances. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


The  weights  included  in  the  headings  of  the  tables  refer  to  the 
weight  per  foot  of  the  entire  section,  exclusive  of  rivet  heads. 
When  %ff  rivets  are  used  about  V±  ft),  for  each  rivet  should  be 
added  to  obtain  the  gross  weight. 

The  table  on  the  "Ultimate  Strength  of  Wrought  Iron  Col- 
umns" gives  the  strain  per  square  inch  of  section  at  which 
columns  will  fail,  for  various  proportions  of  length,  in  feet,  to 
least  radius  of  gyration,  in  inches.  This  table  should  be  used 
for  columns  and  struts  which  are  not  cylindrical. 

If  the  column  or  strut  is  a  single  rolled  beam,  channel  or  other 
shape,  the  radius  of  gyration  will  be  found  in  the  foregoing  tables 
on  the  "  Properties  of  Carnegie  Shapes." 

If  the  column  is  composed  of  two  channels  latticed,  the  chan- 
nels are  usually  placed  far  enough  apart  so  that  the  column  will 
be  weakest  in  the  direction  of  the  web,  i.  e.,  with  neutral  axis  at 
right  angles  to  the  web,  for  which  case  the  radius  of  gyration  of 
the  column  is  the  same  as  that  of  the  single  channel.  But  if  the 
radius  of  gyration  is  wanted  for  the  neutral  axis  through  the  center 
of  section  parallel  with  web,  it  can  readily  be  found,  as  the  dis- 
tance between  the  center  of  gravity  of  channel  and  center  of 
section  may  be  found  with  the  aid  of  column  15  in  table  on  the 
"  Properties  of  Carnegie  Channel  Bars." 

If  two  channels  are  connected  by  means  of  two  plates,  instead 
of  lattice  bars,  as  shown  by  Fig.  11  on  page  53,  it  is  necessary  to 
obtain  first  the  moment  of  inertia  of  the  section  whence  the  radius 
of  gyration  is  found  as  the  square  root  of  the  quotient  of  the 
moment  of  inertia  divided  by  the  area  of  the  section.  This 
moment  of  inertia,  for  a  neutral  axis,  through  center  of  section 
perpendicular  to  the  plates,  is  equal  to  the  cube  of  the  width  of 
the  plate,  multiplied  by  ^  of  the  thickness  of  the  two  plates 
added,  plus  the  combined  area  of  the  two  channels  multiplied  by 
the  square  of  the  distance  from  their  centers  of  gravity  to  the 
neutral  axis.  For  a  neutral  axis  in  a  direction  parallel  to  the 
plates,  it  is  equal  to  the  moments  of  inertia  of  the  channels  as 
found  in  the  tables  increased  by  the  area  of  the  two  plates  multi- 
plied by  the  square  of  the  distance  between  the  center  of  the 
plate  and  the  center  of  the  section. 

A  common  form  of  column  or  strut,  to  be  recommended  for 
comparatively  light  loads  is  that  formed  simply  of  two  angles 
back  to  back  or  four  angles  united  either  with  a  single  course  of 
lattice  bars  or  a  central  web  plate,  as  in  Fig.  1,  page  53. 

The  radii  of  gyration  for  such  struts  are  tabulated  on  pages 
150,  151  and  152.  They  are  given  for  the  neutral  axis  parallel 
to  either  flange  and  for  all  sizes  of  Carnegie  Angle  Bars.  In 
cases  where  four  angles  are  used,  the  two  pairs  should  be  spaced 


THE    CABNEGIE    STEEL    COMPANY,  LIMITED. 


far  enough  apart  to  make  the  column  weakest  about  a  neutral 
axis  parallel  to  the  central  web  or  latticing.  The  radius  of  gyra- 
tion will  then  be  the  same  as  that  given  in  the  tables  for  a  single 
pair  of  angles,  since  the  moment  of  inertia  of  the  web  plate  about 
such  an  axis  is  so  small  that  it  may  be  disregarded  entirely. 

The  table  on  "  Ultimate  Strength  of  Hollow  Cast  Iron  Col- 
umns "  and  that  on l<  Safe  Loads  on  Hollow  Cylindrical  Cast  Iron 
Columns"  was  computed  by  Gordon's  formula  and  covers  a  range 
of  lengths  that  will  seldom  be  exceeded  in  practice. 

A  column  is  square  bearing  when  it  has  square  ends  which 
butt  against  or  are  firmly  connected  with  an  immovable  surface, 
such  as  the  floor  of  a  building;  it  is  pin  and  square  bearing 
when  one  end  only  is  square  bearing  and  the  other  presses 
against  a  close-fitting  pin,  and  it  is/z>z  bearing  when  both  ends 
are  thus  pin-jointed,  with  the  axis  of  the  pins  in  parallel  direc- 
tions (for  example,  the  posts  in  pin-connected  bridges). 

EXAMPLES  OF  APPLICATION  OF  TABLES. 

I.  What  size  of  Z-bar  column  26  feet  long,  with  square  bear- 
ing ends,  will  be  required  to  carry  a  load  of  200   tons,   using   a 
safety  factor  of  4  ? 

From  the  tables  on  steel  Z-bar  columns,  it  will  be  seen  that 
for  the  length  given,  a  12X/  column  weighing  118.5  Ibs.  per  foot 
will  carry  safely  a  load  of  209.1  tons  or  6.6  tons  in  excess  of 
that  required. 

II.  A  strut  16  feet  long,  to  be  fixed  rigidly  at  both  ends,  is 
needed  for  supporting  a  load  of  80,000  Ibs.    It  is  to  be  composed 
of  two  pairs  of  angles,  united  with  a  single  line  of  %ff  lattice 
bars  along  the  central  plane.     What  weight  of  angles  will  be  re- 
quired with  a  safety  factor  of  5  ? 

Answer:  We  will  assume  4 — 3//X4//  angles  and  determine 
the  thickness  of  metal  required.  The  angles  must  be  spread  yz" 
in  order  to  admit  the  latticing.  From  the  table  on  page  152,  we 
find  the  radius  of  gyration  of  a  pair  of  3"  x  4"  X  f^"  angles 
with  the  3/x  legs  parallel  and  %"  apart  to  be  1.97X/.  Hence 

1       1fi 
the  value  of  -==— Q~=8.  1,  for  which  the  ultimate  strength,  as 

the  table  on  page  149=31,680  ft>s. 

The  allowable  strain  per  square  inch  with  a  safety  factor  of  5 
will  therefore  be  31,680-^5=6,340  Ibs.,  and  the  area  of  the  re- 
quired cross- section  80,000-7-6,340=12.62  square  inches,  or 
3.16  square  inches  for  each  angle.  Hence  the  weight  per  foot 
of  each  angle  will  be  3.16-^-0.3  =  10  5  Ibs.  This  weight  will  be 
found  to  agree  with  a  thickness  of  %  inch  for  a  4"  X  3"  angle. 


134 


THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 


SAFE  LOADS  IN  TONS  OF  2,000  LBS. 
Z-BAJFt    COLUMNS. 

SQUARE   ENDS. 


Allowed  strains  per  square  inch;  f  12. 000  Ibs., for  lengths  of  90  radii  or  under 
safety  factor  4:  |  17,100-57 y,  for  lengths  over  90  radii. 


6"  Z-BAR  COLUMNS. 

Section :    4  Z-Bars  3"  deep  and  1  Web  Plata  5%"Xthickness  of  Z-Bars. 


Lsngth 
of 
Column, 
in 
Feet. 

If-^f 

1 

Iff 

«  -3. 

CO    PS     . 

IP 

05  c    • 

IS! 

II! 

S.4^ 

fr? 

Iff 

12     ) 

and  under  \ 

55.9 

70.3 

81.6 

95.8 

105.7 

119.8 

14 
16 

55.7 
52.3 

70.3 
66.5 

81.6 
76.6 

95.8 
91.3 

105.7 
99.9 

119.8 
114.8 

18 

48.8 

62.3 

71.7 

85.6 

93.6 

107.8 

20 

45.4 

58.1 

66.7 

79.9 

87.2 

100.8 

22 

42.0 

53.9 

61.8 

74.3 

80.9 

93.8 

24 

38.6 

49.7 

56.9 

68.6 

74.6 

86.8 

26       |    35.2 

45.5 

51.9 

63.0 

68.2 

79  8 

28 

31.7 

41.3 

47.  0 

57.3 

61.9 

72.8 

30 

28.3 

37.1 

42.0 

51.7 

55.5 

65.8 

8"  Z-BAR  COLUMNS. 

Section:   4  Z-Bars  4"  deep  and  1  Web  Plate  G>/"X thickness  of  Z-Bars. 


Langth 
of 
Column, 
in 

32-^ 
sY-3 

11 

f  '"  fo 

git 

II 

IS 

lloa'pr 

f'S? 

m 

i-asj 

|S_d" 

i! 

ii 

Feat. 

fco     "  -H- 

•  s 

''.  S 

ii.  S 

II   S 

ji    Q 

ii  g 

w  i's 

XoTT 

*$3Tz 

0^5  7T 

H^s^ 

H\itr 

*hS  ^ 

i^M  V, 

Hrti  ^ 

Xs* 

18)  | 

and    V'67.5 

84.8 

102.4 

114.2 

131.2 

148.5 

167.6174.3 

191.2 

under) 

20 

65.0 

82.5 

100.5 

110.5 

128.2 

146.4 

153.3171.3 

189.6 

22 

61.9 

78.7 

95.9 

105.3 

122.4 

139.9 

146.2163.5 

181.3 

24 

58.8 

74.8 

91.3100.1 

116.5 

133.4 

139.1  155.8 

173.0 

26 

55.7 

71.0 

86.8 

94.8 

HO.  6 

126.9 

isa.o 

148.1 

164.7 

28 

52.6 

67.1 

82.3 

89.6 

1O4.7I12O.3 

124.8 

14O.4 

156.4 

30 

49.4 

63.3 

77.7 

84.4 

98.8 

113.8 

117.7 

132-7 

148.2 

32 

46.3 

59.5 

73.2 

79.2 

93.0 

107.3 

110.6 

125.0 

139.9 

34 

43.2 

55.6 

68.7 

74.0 

87.1 

100.8 

1O3.5 

117.3 

131.6 

36 

4O.1 

51.8 

64.1 

68.7 

81.2 

94.3 

96.4 

1O9.6 

123.3 

38 

37.  0 

48.  0 

59.6 

63.5 

75.3 

87.8 

89.4 

101.9115.O 

4O 

33.9 

44.1 

55.0 

58.3 

69.5 

81.3 

82.2 

94.2106.7 

135 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

Z-BAR  COLUMN  DIMENSIONS. 

irtto--- 

*   "•'X           i     p|      ;                    1 

£       'l^r7^----!---- 

-^--f=H    |\JE=^| 

6"  COLUMNS. 

4  Z-Bars  3-3^"  deep. 

1  Web  Plate  5^7/  X  thickness  of  Z-Bars. 

*-. 

Thickness 
of 

A 

r> 

C 

D 

E 

F 

G 

H 

I 

-   . 

Metal. 

s§ 

J^ 

||A 

3^ 

5T5r 

2^ 

2^ 

\H 

2H 

8^ 

3^ 

rt 

A 

So7^ 

5-V 

2% 

IjHj 

23/ 

83/8 

3^ 

"i.S 

.53 

M 

12^ 

1J 

|^ 

1% 

2X 
2^ 

\$ 

2H 

234- 

8^ 

33^ 
3k 

Q 

i^ 

12 

3/4^ 

5rV 

2% 

2>| 

\y% 

8 

T9^ 

12TV 

3H 

5  Til 

2^8 

2>| 

1# 

23/ 

7^ 

3>l 

8"  COLUMNS. 

4  Z-Bars  4-4^"  deep. 

1  Web  Plate  6^"X  thickness  of  Z-Bars. 

Thickness 
of 

A 

B 

C 

D 

E 

F 

G 

H 

I 

Metal. 

fe 

X 

14]  \ 

4^ 

67.1 

314 

3 

1% 

3TV 

9X 

4J/ 

Sk 

T^T 

14  K 

6riT 

3'4 

3 

\^y 

3^ 

9% 

4H 

If 

3/8 

14f| 

14 

57/^ 

3'4 

3 
3 

j.3/ 

3rV 

9X 

tv 

y2 

14y9iT 

4y5^ 

5% 

3  '4 

3 

1% 

9 

^iV 

s 

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14^5 

4^-f 

5^ 

3'^ 

3 

1% 

3A 

8^ 

4yi 

fy& 

14  1£ 

4  —  V 

HT 

3  1/ 

8 

1% 

3—— 

8% 

4^ 

i 

14/8 

jti 

5H 

BH 

3^ 

coco 

1* 

8& 

8% 

1  Q« 

1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS  IN  TONS  OF  2,000  LBS. 
Z-BLAJRi    COLUMNS. 

SQUARE  ENDS. 

• 

Allowed  strains  per  square  inch;  f  12,000  Ibs.,  for  lengths  of  90  radii  or  under, 
safety  factor  4  :            {      17,100-57}'  for  lengths  over  90  radii. 

10"  Z-BAR  COLUMNS. 

S:ction:    4  Z-Bars  5  '  deep  and  1  Web  Plate  7"Xthickness  of  Z-Bars. 

Length 
ot 
Column, 
in 
Feet. 

1 

r»  a  co 

oo  pj    . 

«  a   • 

°?  ^ifS 

<*«,     7 

^*U 

w 

Iff 

lit 

|ff 

Jli 

f  s1? 

33A 

2^-3 

s  II  a 

^\Mr 

if 

%Metal=105 
lbi=30.9sq. 
r  (inin.)—  3.2 

ill 

ilfi 

f~f 

iff 

and  L 
underl 
24 
26 
28 
30 

32 
34 
36 
38 
40 

42 
44 
46 
48 
50 

94.7 

92.8 
89.3 
85.8 
82.3 

78.8 
75.3 
71-8 
68.3 
64.8 

61.3 

57-7 
54.2 
50.7 
47-2 

114.2 

112.6 
108.6 
104.4 
100-2 

96.1 
91.9 
87-8 
83.6 
79.4 

75.3 
71-1 
67-0 
62.8 
58.6 

133.9 

133.1 
123-3 
123.5 
118-7 

113.8 
109.1 
104.3 
99.5 
94.7 

89.9 
85.1 
8O.3 
75.5 
70.7 

147-0 

144.6 
139.2 
133.8 
128.4 

123.0 
117.6 
112.2 
106.8 
101.4 

96.0 
90.6 
85.2 

79.8 
74.4 

166.2 

164.8 
158.7 
152.7 
146.7 

140.7 
134.7 
128.7 
122.7 
116.7 

110.6 
104.6 
98.6 
92.6 
86.6 

185.6 

185.3 

178.7 
172.1 
165.5 

158.9 
152.3 
145.7 
139.1 
132.5 

125.9 
119.3 
112.7 
106.1 
99.5 

196.0 

193.6 
186.5 
179.3 
172.2 

165.0 
157.9 
150,7 
143.6 
136.5 

129.4 

122.2 
115.1 
107.9 
100.8 

214.9 

213.9 

206.  2 
198.5 
190.8 

183.1 
175.4 
167.8 
160.0 
152.3 

144.6 
136.9 
129.2 
121.5 
113.8 

S34.0 

234.0 
226.6 
218.4 
210.2 

202.O 
193.8 
185.6 
177.4 
169-1 

ltJ0.9 
152.7 
144.5 
136.3 
128.1 

12"  Z-BAR  COLUMNS. 

Section  :  4  Z-Bars  6"  deep  and  1  Web  Plata  8"Xthickness  of  Z-Bars. 

length 
of 
Column, 
in 
Feet. 

|i 

If} 

%  Metal=97.8 
Ibs.  =28.8  sq.in. 
r  (min.)=3.77. 

f  S*? 

4^1 

"S  °°  rt 

Jff 

ii 

£5.r>«5 

3j-| 

-If  Metal=149.9 
lbs.=44.1sq.  in. 
r  (min.)=3.66. 

H? 

lit 

26) 
and  \- 
undar  j 
28 
30 

32 

34 
36 
38 
40 

42 
44 
46 
48 

50    i 

128.3 

127-0 
123.0 

119.0 
115.1 
111.1 
107.1 
103.1 

99.1 
95.1 
91.2 
87.2 
83.2 

150.3 

149.7 
145.1 

140.5 
135.9 
131.3 
126.7 
122.1 

1175 
112.9 
108.3 
103.6 
99.11 

172.6 

172.5 
167-6 

162.4 
157-2 
152-0 
146.8 
141.5 

136.3 
131.1 
126-2 
120.7 
115,5 

187.3 

186.0 
180.2 

174.5 
168.7 
162.9 
157  1 
151.4 

145.5 
139  8 
134.0 
128.2 
122.4 

209.1 

208.9 
202.5 

196.1 
189.8 
183.4 
177-0 
170.7 

164.4 
158.O 
151.6 
145-3 
138.9 

231.0 

230.3 
223.3 

216.3 
209.2 
202.1 
195.1 
188-0 

180.9 
173.9 
166.8 
159.8 
152.7 

243.0 

240.8 
233.2 

225.7 
218.2 
210.6 
203.1 
195.6 

188.0 
180.5 
172.9 
165.4 
157.9 

264.5 

261.4 
253.2 

245.0 
236.7 
228.4 
220.2 
211.9 

303.7 
195-5 
187.2 
179.0 
170.7 

286.1 

282.1 
273.2 

364.2 
255  2 
346  3 
3373 
328.3 

219.4 
210.4 
201.4 
192.4 
183,5 

137 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

Z-BAR  COLUMN  DIMENSIONS. 

,  Ir—  ,. 

"T\fiOT 

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l-G-*        \~&-» 

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'*•—•€-  *•—-€-  ^ 

10"  COLUMNS. 

4  Z-Bars  5-5^  "  deep. 

1  Web  Plate  7"  X  thickness  of  Z-Bars. 

TMcknessi 
of          A 

B 

C 

D 

E 

F 

G 

H 

I 

Metal. 

o 

A     16% 

55 

6TV 

3S* 

3 

4 

l# 

8M 

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e 

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16  rt 

6T7r 

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fl 

16X 

1 

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1 

i 

3X 

| 

3T5^ 
3% 

3% 

gf8 

5% 
5% 

(.2!'  COLUMNS. 

4  Z-Bars  Q-fr/s" 

deep. 

1  Web  Plate  8"x  thickness  of  Z-Bars. 

Thickness 
of 

A       15 

C 

D 

E 

F 

G 

H 

I 

Hetd. 

0 

"o  v- 

% 

18%!6A 

7yB 

4 

4 

2 

3M 

HVi 

63/< 

CQ  v 

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1814 

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j 

4 

2 

6% 

0  W* 

1^ 

19 

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4 

4 

2 

3% 

11 

6% 

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_9T 

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1 

2 

107/ 

6A 

IS 

% 

18% 

6-K 

4 

4 

2 

3T9- 

10% 

M 

3 

fi 

18J-| 

6H 

6H 

4 

4 

2 

3% 

10% 

M 

18T9,T 

6% 

G^i 

4 

4 

2 

10X 

6% 

H     18% 

6  ?,-  :^ 

6% 

4 

4 

2 

3T9r 

%      18H 

^ 

CM 

4        4 

2 

3% 

10^ 

7 

•i  oo 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS  IN  TONS  OF  2,000  LBS. 
Z-BAR    COLUMNS.. 

SQUARE  ENDS. 

Allowed  strains  per  square  inch;  (  12,000  lbs.,for  lengths  of  90  radii  or  under, 
safety  factor  4  :             |       17,100-57  J-,  for  lengths  over  90  radii. 

14"  Z-BAR  COLUMNS. 

Section:    4  Z-Bars  6%"xH"-   1  Web  Plate  8"xH"    2  Side  Plates  14"  wide 

ll 

r 

i.S'g, 

II    e£=0 
JJj 

||| 

$*4 

is"? 

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ss7 
fir 

$•*& 

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a  sid" 

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i|M~ 

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ss^ 

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m 

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-2  °°.  JL, 

fit 

CO 

Trtf 

J^X 

sT-a 

||f 

14xj  ?-P!ates=208.4 
lbs.=61.3sq.  in. 
r(min.)=3.85. 

af.Sg 

I 

4*«  ^  ** 

28  ) 

and  \- 
under  J 
30 

32 
34 
36 
38 
40 

42 
44 
46 
43 
5O 

294.0 
286.6 

277.8 
269.0 
260.1 
251.3 
242.5 

233.7 
224.9 
216.C 
307.2 
198.4 

304.5 
297.2 

288.1 
278.9 
269.8 
260.7 
251,6 

242.5 
233.3 
224.3 
215.1 
206.0 

315.0 
307.7 

298.3 
288.9 
279.5 
270.1 
260.7 

251.3 
241.9 
232.4 
223.0 
213.6 

325.5 
318.3 

308.6 

298.9 
289.2 
279.5 
269.7 

260.1 
250.4 
240.7 
280.9 
221.3 

336.0 
328.9 

318.9 
308.9 
298.9 
289.0 
278.9 

269.C 
258.9 
249.0 
238.9 
229.0 

346.5 
339.5 

329.2 

318.9 
308.6 
298.3 
288-0 

277.8 
267.4 
257.2 
246.9 
236.5 

357.0 
350.0 

339.4 

328.8 
318.2 
307.6 
297.0 

286.4 
275.8 
265.2 
254.6 
244.0 

367-5 
360.4 

349.5 
338.6 
327.7 
316.8 
306.0 

295.1 

284.2 
273.3 
262.4 
251.5 

378.0 
370.9 

359.7 
348.6 
337.4 
326.2 
315.0 

303.8 
292.6 
281.5 
270.3 
259.1 

14"  Z-BAR  COLUMNS, 

Section:  4  Z-Bars  6"X%".  1  Web  Plat?  8"X%".  2  Sid  3  Plates  14"  wide. 

cT 

1 

14x%?lat3S=173.4 
lbs.=51.0sq.  in. 
r  (nun.)  =3.  75. 

s.^ 

JJf 

a  Sid" 

*e|! 

_X;5  ^ 

14x%  Plates=185.3 
lbs.=54.5£q.in. 
r  (;ain.)=4.77. 

14xr9oPlates=191.3 
lbs.=58.3  sq.  in. 
r  dnin.)=3.78. 

14x%Plates=197.2 
lbs.=58.0sq.  in. 
r(min.)=-3.79. 

14x}|Plates=203.2 
lbs.=59.8sq.  in. 
r  (rnin.)—  3.80. 

J^jl^ 

&  S3  d 

5-T  1 
^Jitr 

S-f2  ** 

ca'^S 

|lf 

^Sd 

£*i  ii  'i 

lit 

14x%  Plates—  221.0 
lbs.=65.0  sq.  in. 
r  (min.)=3.82. 

28) 

and  I 
under) 
30 

32 
34 
36 
38 
4O 

42 
44 
46 
48 
50 

306.0 
296.7 

287.4 
278.1 
268.8 
259.5 
250.2 

240.9 
231.6 
222.4 
213.0 
203.7 

316.5 
307.2 

297.6 
288.0 
278.4 
268.8 
259.3 

249.7 
240.1 
23O.5 
220.9 
211.3 

327.0 
317.8 

307.9 
298.0 
288.2 
278.3 
268.4 

258.5 
248.6 
238.7 
228.8 
219.0 

337.5 
328.3 

318.2 
308.0 
297.9 
287.7 
277.5 

267.3 
257.1 
246.9 
236.8 
326.6) 

348.0 
338.9 

328.4 
318.0 
307.4 
297.0 
286.5 

276.1 
265.6 
255.1 
244.7 
234.2 

358.5 
349.4 

338.7 
327.9 
317.2 
306.4 
295.6 

284.8 
274.1 
263.4 
252.6 
241.8 

369.0 
359.9 

348.9 
337.8 
326.8 
315.7 
304.7 

293.6 
282.5 
271.5 
260.4 
249.4 

379.5 
370.5 

359.1 
347.8 
336.4 
325.1 
313.7 

302.4 
291.0 
279.7 
268.3 
257.0 

390.0 
381.1 

369.4 
357.8 
346.1 
334.5 
322.8 

311.2 
299.6 
287.9 
276.2 
264.6 

139 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

Z-BAR  COLUMN  DIMENSIONS. 

/  'TJTI  1  '<      \  r^f  l 

•'  X            /"N     /r\               " 

/                      X                   1       '    '        i  —                          i 

i               v         j  A 

r  ^--^-i 

14"  COLUMNS. 

4Z-Bars6K//xH//- 

1  Web  Plate  8"Xff". 

2  Side   Plates  14"  wide. 

Thickness 
of 

A 

B 

C 

D 

Sida  Plates. 

fe 

» 

19  if 

•If 

}-f 

10^ 

°s  ^ 

X 

19  K 

eft 

1-1 

10^ 

-2  > 

_9_. 

19% 

IT! 

10^ 

IS 

% 

19Jf 

7& 

10  f^ 

Jj 

11 

20  1,  T 

7^v 

IH 

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^ 

20  >s 

IH 

105*6 

i! 

20  /^ 

7-97 

105^ 

20fV 

7i^ 

111 

10^6 

14"  COLUMNS. 

4  Z  -Bars  6"  XK/X. 

1  Web  Plate  8"  X-%". 

2  Side  Plates  14"  wide. 

Thickness 
of 

A 

B 

C 

D 

S:de  Plates. 

meter  of  Bolt  or 
Rivet,  %". 

I 

19% 
19  rl 

6% 

JH 

6% 

•H 

1% 
lmK 
1% 

1^ 

10% 

10)| 

10% 
10% 

11 

19% 

TJL 

IK 

10% 

% 

20 

7^3 

IK 

10% 

1.3 

20TV 

7^ 

IK 

10% 

X 

20^ 

7J4 

IK 

10>J 

140 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS  IN  TONS  OF  2,000  LBS. 
Z-BAFt    COLUMNS. 

SQUARE   ENDS. 

Allowed  strains  per  square  inch;  J  12,000  lbs.,for  lengths  of  90  radii  or  under, 
safety  factor  4:               j  17,100-57^  ,  for  lengths  over  90  radii. 

14"  Z-BAR  COLUMNS. 

Section  :    4  Z-Bars  BrVXrl".   1  Web  Plate  8"xM".   2  Side  Plates  14"  wide. 

Length  of  Column, 
in  Feet. 

!•""- 
Ill 

ill 

<bu 
•*•"* 

14xTV  Plates=191.5 
lbs.=56.3sq.in. 
r(min.)=3.74. 

14x%Plates=197.5 
lbs.=58.1sq.in. 
r(min.)=3.75. 

14xT^Plates=203.4 
lbs.=59.8sq.  in. 
r  (min.)=3.76. 

14x%  Platcs==209.4 
lbs.=61  6sq.in. 
r(min.)=3.77. 

3  - 

fa~ 
Iff 

gm  II 

ss^ 

•t-ll  s 

yfz 

14x%riates=221.3 
lbs.==G5.1  sq.  in. 
r(min.)=3.78. 

14xf<?Plates=227.2 
lbs.=G3.8sq.  in. 
r(min.)=3.79. 

14x%  Plates=233.2 
lbs.*=68.6sq.in. 
r  (min.)=3.80. 

26  | 
and  V 
under! 
28 
30 

32 
34 
36 
38 
40 

42 
44 
46 
48 
50 

327.5 

326.7 
316.7 

306.6 
296.6 
286.7 
276.7 
266.6 

256.6 
246.6 
236.6 
226.7 
216.6 

338.0 

337.5 
327.2 

318.0 
306.6 
296.4 
286.0 
275.7 

265.5 
255.2 
244.9 
234.6 
224.3 

348.5 

348.5 
337.7 

327.2 

316.6 
306.0 
295.4 
284.8 

274.3 
263.6 
253.0 
242.5 
231.9 

359.0 

359.0 
348.3 

337.4 

326.5 
315.7 
304.8 
293.9 

283.0 
272.2 
261.3 
250.4 
239.5 

369.5 

369.5 
358.9 

347.7 
336.5 
325.3 
314.2 
303.0 

291.8 
280.6 
269.5 
258.3 
247.1 

380.C 

380.0 
369.5 

|358.0 

346.5 
335.0 
323.6 
312.1 

300.6 
289.2 

277.7 
S66.2 
254.8 

390.5 

390.5 
380.0 

368.2 
356.4 
344.7 
332.9 
321.2 

309.4 

297.6 
285.8 
274.1 
262.3 

401.0 

401.0 
390.6 

378.5 
366.4 
354.3 
343.3 
330.3 

318.2 
306.1 
294.O 
282.0 
269.9 

411.5 

411.5 
401.1 

388.8 
376.4 
364.0 
351.7 
339.3 

327.0 
314.6 
302.3 
29O.O 
277.6 

14"  Z-BAR  COLUMNS. 

Section:   4  Z-Bars  6%"X%".   1  Web  Plata  8"X%"-    8  Side  Plates  14"  -wide. 

Length  of  Column, 
in  Feet. 

1'^ 

II  §nf 

S<*»  'I 

P 

14xTr<5-  Plates=203.8 
lbs,=59.9  sq.  in. 
r  (min.)=3.72. 

t^ 

l'.s'g 

I<ff 

|fl 

X  ^    * 

•*&  f~* 

r^ 

3*4 

lit 

ss^ 
•ell 

$£** 

14x%Plates=221.6 
lbs.=65.2£q.  in. 
r  (nun.  >—  3.75, 

i-^ 

II  £7 
5«1 

|! 

14x%  Plates=233.5 
lbs.=68.7  sq.  in. 
r  (min.)=3.77. 

10 

l-ss 
III 
III 

ir^r 

ffl 

S^"? 

|1! 

26) 

and  I 
under! 
28 
30 

32 
34 
36 
38 
40 

42 
44 
46 
48 
60 

349.1 

347.4 
336.7 

326.0 
315.3 
304.5 
293.8 
283.1 

272.3 

261.6 
250.9 
240.2 
229.5 

359.6 

358.3 
347.2 

336.3 
325.2 
314.2 
303.2 
292.2 

281.2 

270.2 
259.1 
248.1 
237.1 

370.1 

369.1 
357.9 

346.6 
335.2 
324.0 
312.6 
301.3 

290.0 

378.7 
267.4k 
256.1 
244.8 

380.6 

380.0 
368.4 

356.8 
345.2 
333.6 
322.0 
310.4 

398.8 
387-2] 
375.6 
364.01 
352.41 

391.1 

390.9 
378.9 

367.1 
355.1 
343.3 
331.4 
319.5 

307-6 
295A 
283.8 
272.0 
260.01 

401.6 

401.6 
389.5 

377.3 

365.2 
353.0 
340.8 
328.6 

316.4 
304.2 
292.1 
279.8 
267.6 

412.1 

412.1 
400.1 

387.6 
375.S 
362.7 
350.2 
337.7 

325.2 

312-7 
3O0.3 
287.8 
275.3 

422.6 

422.6 
410.7 

397.9 

385.1 
372.4 
359.6 
346.8 

334.0 
321.2 
3O8.5 
295.7 
283.0 

433.1 

433.1 
421.2 

408.2 
395.1 
382.O 
369.0 
355.9 

342.8 
329.8 
316.7 
3O3.6 
290.6 

141 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


Z-BAR  COLUMN  DIMENSIONS. 

j/hr2 


14"  COLUMNS. 

4Z-Bars6ry/Xif/. 

1  Web  Plate  8" X  if". 

2  Side  Plates  14"  wide. 


Thickness 
of 
Side  Plates. 

A 

B 

< 

D 

I  • 

% 

19T9<r 

6f£ 

li 

10% 

«  ^W) 

JL 

19% 

029. 

1- 

10% 

ll 

\ 

19  % 

6H 

1] 
1- 

10% 

19  ff 

7JU 

1- 

10% 

O 

H 

20  T^ 

7fV 

1- 

10% 

20% 

7^-V 

1^ 

10% 

if 

20^ 

?v>- 

li 

10% 

20  i4 

7H 

li 

; 

10% 

14"  COLUMNS. 

1  Web  Plate  8"x|^;/. 
2  Side  Plates  14"  wide. 


Thickness 

of 
Side  Plates. 


I 
I 

6 


20 


D 


lOtf 


142 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS  IN  TONS  OP  2,000  LBS. 
Z-BJELPt  COLUMNS. 

SQUARE  ENDS. 

Allowed  strains  per  square  inch;  (  12,000  lbs.,for  lengths  of  90  radii  or  under, 
safety  factor  4:             j  17,100-57|,  for  lengths  over  90  radii. 

16"  Z-BAR  COLUMNS. 

Section  :     4  Z-Bars  6%"X%".    1  Web  Plate  10"X1".    2  Side  Plates  16"  wide. 

Length  of  Column, 
in  Feet. 

16x%  Plates=226.7 
lbs.=66.7  sq.  in. 
r  (min.)=4.50. 

16xT9s  Plates=233.5 
lbs.=68.7  sq.  in. 
r  (min.)=4.50. 

W 

hi 

flf 

r-. 

h? 

fe" 

f^f 

§J'l 

S$i 

P 

»KO  ||  'g 

•t^r 

II! 

11 

1}1 

32) 

and  v 
under) 
34 
36 
38 
40 

42 
44 
46 
48 
50 

400.1 

397.7 
387.6 
377.5 
367.3 

357.1 
347-0 
336.9 
326.7 
316.6 

412.1 

409.8 
399.3 
388.9 
378.5 

368.0 

357.6 
347.1 
336.7 
326.3 

424.1 

421.9 
411.1 
400.4 
389.6 

378.9 
368.2 
357.4 
346.7 
336.0 

436.1 

433.9 
422.9 
411.8 
400.9 

389.8 

378.8 
367-7 
356.7 
345.7 

448.1 

446.0 

434.7 
423.4 
412.1 

400.7 
389.4 
378.1 
366.7 
355.4 

460.1 

458.1 
446.5 
434.8 
423.2 

411.6 
400.0 
388.4 
376.8 
365.1 

472.1 

470.2 

458.2 
446.3 
434.4 

422.5 
410.5 
398.6 
386.7 
374.8 

484.1496.1 

482.2494.2 
470.0481.8 
457.9469.3 
445.6456.7 

433.4444.3 
421.1431.7 
4O9.0419.2 
396.7406.7 
384.5394.2 

18"  Z-BAR  COLUMNS. 

Section:   4  Z-Bars  6%"X%".    1  Web  Plate  12"X1".    2  Side  Plates  18"  wide. 

Length  of  Column, 
in  Feet. 

3d  . 

16 

I*T 

Ijg 

1 

18x^Platos=263.() 
lbs.=77.4  sq.  in. 
r  (min.)=4.98. 

18x%Plates=271.0 
lbs.=79.7  sq.  in. 
r  (min.)=5.06. 

18x||  Plates=273.6 
lbs.=81.9  sq.  in. 
r  (min.)-=5.!4. 

1 

Ifl 

it 

Ts 

34) 
and  V 
under) 
36 
38 
40 

42 
44 
46 
48 
5O 

424.1 

419.7 
409.4 
399.2 

388.9 
378.7 
368.4 
358.1 
347.9 

437.6 

436.8 
426.4 
416-0 

405.6 
395.2 
384.9 
374.5 
364.1 

451.1 

451.1 
443.2 
432.7 

422.3 
411.7 
401.2 
390.7 
380.2 

464.6 

464.6 
456.2 
449.5 

438.8 
428.2 
417.5 
406.9 
396.2 

478.1 

478.1 
476.8 
466.0 

455.3 
444.5 
433.8 
423.0 
412.2 

491.6 

491.6 
491.6 
482.6 

471.7 
460.8 
449.9 
439.0 
428.1 

505.1 

505.1 
505.1 
499.1 

488.1 
477.0 
466.0 
454.9 
443.9 

518.6 

518.6 
518.6 
514.2 

503.0 

491.8 
480.5 
469.3 
458.1 

532.1 

532.1 
532.1 
527-5 

516.O 
504.5 
493.O 
481.4 
469.9 

143                                                              1 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


Z-BAR  COLUMN  DIMENSIONS. 
16"  COLUMNS. 


1  Web  Plate  10"  xl". 
2  Side  Plates  16"  wide. 


Thickness 
of 

Side 
Plates. 


tt 
it 

if 
1 


21 H 

22^ 


18"  COLUMNS. 


1  Web  Plate  12"  Xl". 
2  Side  Plates  18"  wide. 


/ 


^. 


i      o 

-*       42 


Thickness 
of 

Side 
Plates. 


X 


u 

1 


23 


23^ 


iy* 
?x 

7^ 


7^ 
7^ 


1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SAFE  LOADS  IN  TONS  OP  2,000  LBS. 
Z-BAR    COLUMNS. 

SQUARE  ENDS. 

Allowed  strains  per  square  inch;  J  12,000  Ibs.,  for  lengths  of  90  radii  or  under, 
safety  factor  4:             j  17,100-57^,  for  lengths  over  90  radii. 

20"  Z-BAR  COLUMNS. 

Section:   4  Z-Bars  $%"X%".   1  Web  Plate  14"X1".   Side  Plates  20"  wide. 

2  SIDE  PLATES. 

4  SIDE  PLATES. 

ii 

ji  S 

fa 

In 

IS? 

?i£ 

Is 

20xf|Plates=313.4 
lbs.=92.2  sq.  in. 
r  (min.)=5.32. 

xl  Plates=321.9 
s.=94.7  sq.  in. 
•  (min.)=5.39. 

f-~- 
|ii 

Sfe.S 

j»  i  a. 

1%  Plates=338.9 
s.=99.7  sq.  in. 
(min.)=5.50. 

r-:    . 

il3 
-HH& 

1%  Plates=355.9 
s.=104.7  sq.  in. 
•  (min.)=5.60. 

i«  • 

C*3  •«  10 

ill 

££•* 

<T1 

20xl%Plates=372.9 
lbs.=109.7  sq.  in. 
r  (min.)=5.69. 

S=5" 

1_ 

s" 

§^ 

§^ 

§^ 

38) 

and  I 
under] 
40 

42 
44 
46 
48 
50 

538.1 
532.9 

521.2 
509.5 
497.7 
486.1 
474.4 

553.1 
551.1 

539.2 
527.3 
515.5 
5O3.6 
491.8 

568.1 
568.1 

557.2 
545.3 
533.3 
521.2 
509.2 

583.1 
583.1 

574.5 
562.3 
550.1 
538.O 
525.7 

598.1 
598.1 

591.9 
579.4 
567.O 
554.6 
542.2 

613.1 
613.1 

609.0 
596.5 
583.8 
571.2 
558.6 

628.1 
628.1 

626.4 
613.7 
600.9 
588.1 
575.2 

643.1 
643.1 

643.1 
630.7 
617.8 
604.8 
591.8 

658.1 
658.1 

658.1 
648.0 
634.8 
621.6 
608.4 

20"  Z-BAR  COLUMNS. 

Section:   4  Z-Bars  %"X%".  1  Web  Plate  14"X1".   4  Side  Plates  20"  wide. 

Length  of  Column, 
in  Feet. 

txl-&  Hates—  381.5 
Ibs.—  112.2  sq.  in. 

r  (min.)=5.74. 

20xl%Plates=390.0 
lbs.=414.7  sq.  in. 
r  (min.)=5.79. 

20xlT9s-Plates=398.5 
lbs.=117.2  sq.  in. 
r  (min.)=5.83. 

20xl%Plates=407.0 
Ibs.—  119.7  sq.  in. 
r  (min.)=5.88. 

20xl^Plates=415.5 
lbs.=122.2  sq.  in. 
r  (min.)=5.92. 

20xl%Plates=424.0 
lbs.=124.7  sq.  in. 
r  (min.)=5.93. 

20xlf  |  Plates=432.5 
lbs.=127.2  sq.  in. 
r  (min.)=5.93. 

20xl%Piates=441.0 
lbs.=129.7  sq.  in. 
r  (min.)=5.93. 

IP, 

Sgo"? 

mloV  '3 

fjf 

§^ 

42) 
and  I 
Under! 
44 
46 
48 
50 

673.1 

665.0 
651.7 
638.4 
625.O 

688.1 

682.5 
668.8 
655.3 
641.7 

703.1 

699.7 
686.O 
672.2 
658.4 

718.1 

717.0 
703.1 
689.2 
675.3 

733.1 

733.1 
720.2 
706.1 
692.0 

748.1 

748.1 
735.6 
721.2 
706.8 

763.1 

763.1 

75O.2 
735.5 
720.8 

778.1 

778.1 
764.7 
749.8 
734.8 

793.1 

793.1 
779.3 
764.1 
748.8 

145 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


Z-BAR  COLUMN  DIMENSIONS. 


/4v*2''*-i0"42<*A 


20"  COLUMNS. 

4  Z-Bars,  6#"X%". 

1  Web  Plate,  14"  xl ". 

Side  Plates  20"  wide. 


Th;ckness  of 
Metai  on 
Each  Side. 


IA 

ix 


1H 
HI 


25 


711 

m 

8 


1% 


1% 


D 


16 


16X 


16^ 


Number  of 
Side  Plates. 


Two. 


Four. 


THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 


SAFE  LOADS  IN  TONS  OP  2,000  LBS. 


SQUARE   ENDS. 


Allowed  strains  per  square  inch.  J  12,000  Ibs.,  for  lengths  of  90  radii  or  under, 
safety  factor  4:          '  |     17,100-57*, for  lengths  over  90  radii. 


20"  Z-BAB  COLUMNS. 

Section:    4  Z-Bars  6%"X%".   1  Web  Plate  14"X1".    6  Side  Plates  20"  wide. 


ll 


1 


K*l 


£i" 
§~ 


44 

and 
under 
46 
48 
50 


808.1  823.1 838.1  853.1  868.1  883.1 898.1  913.1 

793.7  808.3  8*33.0  837-5  852.1  866.7  881.2J895.8 
'78.2  792.5  8O6.9  821.2  835.5  849.7  864.O  878.3 
'62.6  776.7  790-8  8O4.7  818.7  832.8  846.7  860.7 


928.1 

910.4 
892.6 
874.7 


20"  Z-BAB  COLUMNS. 

Section:    4  Z-Bars  6%"X%".  1  Web  Plate  14" XI".    6  Side  Plates  20"  wide. 


ii! 

§3 


g. 

£1 


ifl 

under) 
44 
46 
48 
5O 


943.1958.1973.1988.1 


1003.1 


1018.1 


1033. 1 


1048.1 


43.1 
25.0 

906. 

888. 


9921. 


.1973.098 
)54 


939.6954.296 


935.4949 


7902.6916.6930.5 


8  1002.5 
983.3 
963.9 
944.5 


3.8 
.6 


1017.51032.31047.3 
997-71O12.3  1026.8 
978.1  992.31006.5 
958.4  972.4  986.1 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

Z-BAR  ( 
**» 

COLUMN  DIMENSIONS. 

[%^a^M^^k  ! 

r- 
? 

: 

? 
i  . 

|  —  i  —  i  !  '  :  —  i  — 

^Ti  1  :       [rcrPj 

~\  |  i/|\i  ^i 

V 

•  ^-^               ,     xx  ^-^.-'  '• 

.'"'       : 

20"  COLUMNS. 

4  Z-Bars,  6/^//X^//. 
1  Web  Plate,  14"xl". 
6  Side  Plates,  20"  wide. 

Thickness  of 
Metal  on 
Each  Side. 

A 

B 

C 

D 

2 

26/8 

8^ 

i# 

MX 

2T1<r 

26^ 

8^i 

1^ 

l«x 

g 

26A 
26# 

sj 

s 

16^ 

I 

2TV 

2/8 

26^ 
26H 

BH 

9 

;i 

MX 

42 

2i7tr 

27^ 

9x6 

i^ 

16X 

1 

2;^ 

27^ 

9^ 

w 

16X 

1 
' 

i* 

27X 

9X 

s 

MX 

m 

27/8 

Q3/ 

w 

MX 

m 

27^ 

«*  78 

s 

MX 

%7A 

27^ 

9X 

1  Js 

MX 

2}t 

27^ 

9T6 

1/B 

18X 

3 

27* 

9^ 

1%      1      16X 

148 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

ULTIMATE  STRENGTH   OF  WROUGHT 

IRON    COLUMNS, 

For  different  proportions  of  length  in  feet  (  =  1  ) 

To  least  radius  of  gyration  in  inches  (  =  r  ). 

Ultimate  Strength  in  Ibs.  per  square  inch  = 

Column                       Column                         Column 

Square  Bearing  :       Pin  and  Square  Bearing  :         Pin  Bearing  : 

40000                          40000                          40000 

A        1                   \^^  "U                                    A        I                  V            J                                    -1        I                  V            / 

"360007^                   1400072"                   "iSOOOr2" 

To  obtain  Safe  Resistance  : 

For  quiescent  loads,  as  in  buildings,  divide  by  4. 

For  moving  loads,  as  in  bridges,  divide  by  5. 

Ultimate  Strength  in  Lbs. 

Ultimate  Strength  in  Lbs. 

1 

per  square  inch. 

1 

per  square  inch. 

"D*             A 

"D"           A 

Square,     g^ 

Pin. 

Square. 

r  in  and 
Square. 

^Pin. 

3.0 

38610 

37950 

37310 

8.0 

31850 

28900 

26460 

3.2 

38430 

37680 

36970 

8.2 

31520 

28500 

26010 

3.4 

38230 

37400 

36610 

8.4 

31190 

28100 

25570 

3.6 

38030 

37110 

36240 

8.6 

30870 

27700 

25130 

3.8 

^37820 

36810 

35860 

8.8 

30540 

27310 

24700 

4.0 

^37590 

36500 

35460 

9.0 

30210 

26920 

24270 

4.2 

37360 

36170 

35050 

9.2 

29880 

26530 

23850 

4.4 

37120 

35840 

34640 

9.4 

29550 

26140 

23430  i 

4.6 

36870 

35500 

34210 

9.6 

29230 

25760 

23030 

4.8 

36620 

35140 

33770 

9.8 

28900 

25370 

22620 

5.0 

36360 

34780 

33330 

10.0 

28570 

25000 

22220 

5.2 

36090 

34420 

32890 

10.2 

28250 

24630 

21830 

5.4 

35820 

34050 

32440 

10.4 

27920 

24260 

21440 

5.6 

35540 

33670 

31980 

10.6 

27600 

23890 

21060 

5.8 

35260 

33280 

31520 

10.8 

27270 

23530 

20690 

6.0 

34970 

32890 

31060 

11.0 

26950 

23170 

20330 

6.2 

34670 

32500 

30590 

11.2 

26640 

22820 

19960 

6.4 

34370 

32110 

30130 

11.4 

26320 

22470 

19610 

6.6 

34060 

31710 

29670 

11.6 

26000 

22130 

19270 

6.8 

33750 

31310 

29200 

11.8 

25690 

21800 

18930 

7.0 

33440 

30910 

28740 

12.0 

25380 

21460 

18590 

7.2 

33130 

30510 

28270 

12.2 

25070 

21130 

18260 

7.4 

32810 

30110 

27820 

12.4 

24770 

20810 

17940 

7.6       32490 

29710 

27360 

12.6 

24470 

20490 

17620 

7.8    1    32170 

29310 

26910 

12.8 

24170 

20180 

17310 

1  ZLQ 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

ULTIMATE  STRENGTH  OP  WROUGHT  IRON  COLUMNS.—  Continued. 

13.0 

23870 

19860 

17000 

17.0 

18550 

14630 

12080 

13.2 

23570 

19560 

16710 

17.2 

18320 

14410 

11880 

13.5 

23140 

19110 

16280 

17.5 

17980 

14100 

11590 

13.8 

22700 

18670 

15850 

17.8 

17640 

13790 

11320 

14.0 

22420 

18380 

15580 

18.0 

17420 

13590 

11140 

14.2 

22150 

18100 

15310 

18.2 

17200 

13390 

10960 

14.5 

21740 

17690 

14920 

18.5 

16880 

13100 

10700 

14.8 

21320 

17290 

14530 

18.8 

16570 

12820 

10450 

15.0 

21050 

17020 

14290 

19.0 

16370 

12630 

10290 

15.2 

20790 

16760 

14040 

19.2 

16170 

12450 

10130 

15.5 

20290 

16390 

13690 

19.5 

15870 

12190 

9890 

15.8 

20020 

16010 

13350 

19.8 

15570 

11930 

9670 

16.0 

19760 

15770 

13120 

20.0 

15380 

11760 

9520 

16.2 

19510 

15540 

12910 

20.2 

15200 

11600 

9380 

16.5 

19150 

15190 

12590 

20.5 

14920 

11360 

9170 

16.8 

18790 

14850 

12280 

20.8 

14650 

11120 

8970 

RADII  OP  GYRATION  FOR  TWO  ANGLES  PLACED  BACK  TO  BACK. 

ANGLES  WITH   EQUAL  LEGS, 

Ft                                                                             Fo                                                                             I** 

**  •  -^                                                 ^            ^                                                 <^  ^» 

f 

TF     '  r0f   ""J 

r.  ^&&%E53Sfflk  Es9N&S5SE3P 
'•ft 

Radii  of  Gyration  given,  correspond  to  directions  indicated  by  arrow-heads.  * 

N 

Size. 
Inches. 

Thickness,  l^^yi                   RADII  OF  GYRATION. 

r 

r 

r 

r 

I     rOUndS.     j            v 

6 

X6 

A        17-2       1.87 

2.50 

2.67 

2.76 

H 

H         33-l        1,81 

2.57 

2.75 

2.85 

5 

X5 

H         12.3 

1.56 

2.09 

2.26 

2.35 

i* 

7/s         27.2 

1.49 

2.17 

2.35 

2.45 

4 

X4 

#          9-8 

1.23 

1.68 

1.86 

1.95 

1? 

t 

if 

19.9 

1.18 

1.75 

1.94 

2.04 

*y* 

X3  ^£ 

^8 

8.5 

1.07 

1.47 

1.66 

1.75 

K 

it 

17.1 

1.02 

1.55 

1.74 

1.85 

3     X3 

X 

4.9 

0.93 

1.25 

1.43 

1.53 

u 

11.4 

0.88 

1.32 

1.51 

1.62 

^ 

2^ 

X2# 

yi 

4.5 

0.85 

1.15 

1.34 

1.44 

1* 

u 

& 

8.5 

0.82 

1.19 

1.39 

1.49 

§ 

Z/4 

X2j£ 

1A 

4.1 

0.77 

1.05 

1.24 

1.34 

f> 

' 

7.7 

0.74 

1.10 

1.29 

1.40 

W 

X2# 

2 

3.7 

0.69 

0.96 

1.14 

1.24 

% 

6.8    !    0.66 

0.99 

1.19 

1.30 

IfiO 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

RADII  OP  G-YBATION  FOB  TWO  ANG-LES 

PLACED  BACK  TO  BACK. 

ANGLES  WITH   UNEQUAL  LEGS. 

^1                                                       1*2                                                       ^3 

"If         r°i  i         "fJT 

Radii  of  Gyration  given,  correspond  to  directions  indicated  by  arrow-heads. 

Size. 

Thickness 

Weight  per 

RADII  OP  GYRATION. 

foot  of 

Inches. 

Inches. 

single  angle 
Pounds. 

r. 

r2 

r3 

7    X3X 

7 
To" 

15.0 

226 

1.21 

1.39 

1.47 

u 

1 

32.3 

2.19 

1.31 

1.50 

1.60 

6     X4 

H 

12.3 

1.93- 

1.50 

1.67 

1.76 

ft 

27.2 

1.86 

1.58 

1.76 

1.86 

6     X3X 

11.7 
25.7 

1.94 
1.87 

1.26 
1.35 

1.43 
1.54 

1.53 
1.64 

5     X4 

tt 

11.0 

1.59 

1.58- 

1.75 

1.85 

H 

24.2 

1.52 

1.66 

1.85 

1.95 

5     X3% 

10.4 

1.60 

1.33 

1.51 

1.60 

" 

tt 

22.7 

1.53 

1.42 

1.61 

1.71 

5     x3 

tt 

9.8 

1.61 

1.10 

1.27 

1.37 

(4 

i 

19.9 

1.55 

1.18 

1.37 

1.47 

4VX3 

9.1 

1.44 

1.13 

1.31 

1.41 

ft 

if 

18.5 

1.38 

1.25 

1.46 

1.54 

4     X3X 

8 

9.1 

1.25 

1.43 

1.60 

1.70 

if 

18.5 

1.19 

1.50 

1.69 

1.79 

4     x3 

* 

7.1 
17.1 

1.27 
1.21 

1.17 
1.25 

1.35 
1.45 

1.44 
1.55 

3XX3 

n 

6.6 
15.7 

1.10 
1.04 

1.22 
1.30 

1.40 
1.50 

1.49 
1.60 

gi/XSjK 

4.9 

1.12 

0.96 

1.13 

1.23 

2« 

8 

12.4 

1.06 

1.03 

1.23 

1.33 

3XX2 

T/ 

4.3 

1.04 

0.74 

0.92 

1.02 

<•<• 

T9«r 

9.0 

1.00 

0.79 

0.99 

1.10 

3     X2% 

X 

4.5 

0.95 

1.00 

1.18 

1.28 

A 

9.5 

0.91 

1.05 

1.25 

1.35 

3     X2 

JL 

3.6 

0.96 

0.75 

0.93 

1.03 

tt 

i/ 

7.7 

0.92 

0.80 

1.00 

1.10 

2Vx2 

3 

2.8 

0.79 

0.79 

0.97 

1.07 

" 

K 

6.8 

0.75 

0.84 

1.04 

1.15 

151 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

RADII  OP  GYRATION  FOR  TWO  ANGLES 

PLACED  BACK  TO  BACK. 

ANGLES  WITH   UNEQUAL  LEGS. 

Radii  of  Gyration  given,  correspond  to  directions  indicated  by  arrow-heads. 

Size. 

Thickness 

Weightier 
foot  of 

RADII  OP  GYRATION. 

Inches. 

Inches. 

single  angl« 

r, 

r2 

r3 

7    X3% 

iV 

15.0 

0.95 

3.37 

3.56 

3.66 

« 

1 

32.3 

0.89 

3.48 

3.68 

3.78 

6     X4 

H 

12.3 

1.17 

2.74 

2.92 

3.01 

#        27.2 

1.11 

2.82 

3.02 

3.12 

6    X3% 

11.7 

0.99 

2.81 

3.00 

3.10 

(( 

7A> 

25.7 

0.93 

2.90 

3.10 

3.20 

5     X4 

H 

11.0 

1.20 

2.20 

2.38 

2.48 

M 

7/% 

24.2 

1.14 

2.29 

2.48 

2.58 

5     X3% 

y% 

10.4 

1.02 

2.27 

2.45 

2.55 

« 

?/& 

22.7 

0.96 

2.36 

2.55 

2.65 

5     X3 

H 

9.8 

0.85 

2.35 

2.52 

2.62 

M 

19.9 

0.80 

2.42 

2.62 

2.72 

4%X3 

H 

9.1 

0.86 

2.07 

2.25 

2.35 

it 

18.5 

0.81 

2.15 

2.35 

2.45 

4     X3% 

X 

9.1 

1.06 

1.74 

1.92 

2.02 

M 

it 

18.5 

1.01 

1.81 

2.01 

2.11 

4     X3 

ft 

7.1 

0.89 

1.79, 

1.97, 

2.07 

" 

it 

17.1 

0.83 

1.88 

2.08 

2.18 

"d 

ft 

6.6 
15.7 

0.90 
0.85 

1.52 
1.61 

1.71 

1.81 

1.80 
1.91 

"/2  X2^>£ 

E 

4.9 

0.74 

1.58 

1.76 

1.86 

H 

12.4 

0.67 

1.66 

1.86 

1.96 

3#X2 

# 

4.3 

0.57 

1.51 

1.70 

1.80 

ri 

A 

9.0 

0.53 

1.57 

1.77 

1.88 

3     X%X 

X 

4.5 

0.75 

1.31 

1.50 

1.59 

" 

T9S 

9.5 

0.72 

137 

1.56 

1.66 

3     X2 

A 

3.6 

0.58 

1.38 

1.56 

1.66 

ft 

% 

7.7 

0.55 

1.42 

1.62 

1.73 

2%X2 

T37 

2.8 

0.60 

1.10 

1.28 

1.39 

" 

*/2 

6.8 

0.56 

1.16 

1.35 

1.46 

152 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

ULTIMATE  STRENGTH  OF  HOLLOW  CYLIN- 

DRICAL AND  HOLLOW  RECTANGULAR 

CAST  IRON  COLUMNS. 

Ultimate  Strength  in  Pounds  per  Square  Inch  : 

CYLINDRICAL  COLUMNS.               RECTANGULAR  COLUMNS. 

Square  Bearing:  Pin  &  Square:    Pia  Bearing:    Square  Bearing:    Pin  &  Square; 

80000          80000          80000         80000          80000 

Pin  Bearing: 

80000 

3<;i2i,2 

(121)*         8(121)f 
+800  d2    J+1600d2 

(12D214 

3(12  1)2        9(121)2 
'3200  d2     +6400  d2 

400  d2 

MGood* 

l=Length  of  Column,  in  feet. 
d=External  diameter  or  least  side  of  rectangle,  in  inches. 

1 
d 

CYLINDRICAL  COLUMNS. 
Ultimate  Strength  m  Ibs.  per  sq.  in. 

RECTANGULAR  COLUMNS. 
Ultimate  Strength  in  Ibs.  per  sq.  in. 

Square 

Bearing. 

Pin  and 

Square. 

Pin  Bearing. 

Square 

Bearing. 

Pin  and 

Square. 

Pin  Bearing. 

1.0 
1.1 
1.2 
1.3 

1.4 

67800 
65690 
63530 
61340 
59140 

62990 
60300 
57600 
54930 
52310 

58820 
55730 
52690 
49740 
46900 

70480 
68790' 
67000 
65140 
63260 

66520 
64260 
61940 
59600 
57270 

62990 
00300 
57600 
54960 
52320 

1.5 
1.6 
1.7 
1.8 
1.9 

56940 
54760 
52620 
50530 
48490 

49770 
47300 
44940 
42670 
40510 

44200 
41630 
39210 
36930 
34790 

61350 
59450 
57550 
55670 
53800 

54960 
52680 
50460 
48300 
46230 

49760 
47300 
44960 
42670 
40510 

2.0 
2.1 
2.2 
2.3 
2.4 

46510 
44600 
42750 
40980 
39280 

38460 
38520 
34680 
32940 
31310 

32790 
30920 
29180 
27540 
26030 

51940 
50160 
48400 
46670 
44990 

44200 
42260 
40400 
38630 
36930 

38460 
36520 
34680 
32950 
31310 

2.5 
2.6 

2.7 
2.8 
2.9 

37650 
36090 
34600 
33180 
31820 

29770 
28320 
26950 
25670 
24460 

24620 
23300 
22070 
20930 
19860 

43390 
41820 
40320 
38870 
37470 

35310 
33770 
32310 
30920 
29600 

29760 
28320 
26950 
25670 
24460 

3.0 
3.1 
3.2 
3.3 
3.4 

30530 
29310 
28140 
27030 
25970 

23320 
22250 
21250 
20300 
19410 

18870 
17940 
17070 
16260 
15500 

36120 
34830 
33580 
32390 
31240 

28340 
27150 
26030 
24969 
23940 

23320 
22250 
21250 
20300 
19410 

153 

^  'ii^fc^K'-}  f?     "C+-6<t    7  ft-f+M  <r  4 

TltB    «A|tNBGIB    STEEL    COMPANY,  LIMITED. 

Safe  Loads,  in  Tons  of  2,000  IDs.,  for  Hollow  Cylindrical  Cast  Iron  Columns. 

Out- 
side 
diam., 
inches 

Thickness 
of  Metal. 

LENGTH  OP  COLUMNS,  IN  FEET. 

Sec- 
,ional 
Area, 
nches. 

wght.,lbs., 
f  columns 
per  foot 
of  length. 

8 

Tons. 

10 

12 

14 

16 

18 

20 

22 

24 

Tons. 

Tons. 

Tons. 

Tons. 

Tons. 

Tons. 

Tons. 

Tons. 

6 

% 

26.2 

23.0 

20.1 

17.5 

15.2 

13.2 

11.5 

,  , 

,  , 

8.6 

26.95 

6 

H 

37.5 

33.0 

28.8 

25.0 

21.7 

18.9 

16.5 

,  , 

t  , 

12.4 

38.59 

6 

7/s 

42.7 

37.6 

32.8 

28.5 

24.7 

21.5 

18.8 

,  . 

,  , 

14.1 

43.96 

6 

1 

47.6 

41.9 

36.5 

31.8 

27.6 

24.0 

21.0 

,  , 

.  . 

15.7 

49.01 

6 

iti 

52.2 

46.0 

40.1 

34.8 

30.2 

26.3 

23.0 

17.2 

53.76 

7 

% 

47.7 

43.1 

38.5 

34.3 

30.4 

26.9 

23;9 

21.2 

18.9 

14.7 

45.96 

7 

1 

61.1 

55.2 

49.3 

43.8 

38.9 

34.4 

30.6 

27.1 

24.2 

18.9 

58.90 

7 

1# 

67.2 

60.8 

54.3 

48.3 

42.8 

37.9 

33.7 

29.9 

26.7 

20.8 

64.77 

8 

H 

57.9 

53.3 

48.6 

44.1 

39.7 

35.8 

32.2 

28.9 

26.1 

17.1 

53.29 

8 

74.6 

68.7 

62.5 

56.7 

51.1 

46.0 

41.4 

37.3 

33.6 

22.0 

68.64 

8 

i# 

89.9 

82.8 

75.5 

68.4 

61.7 

55.5 

49.9 

44.9 

40.5 

26.5 

82.71 

9 

X 

68.1 

63.6 

58.9 

54.2 

49.6 

45.2 

41.2 

37.5 

34.1 

19.4 

60.65 

9 

88.0 

82.3 

76.2 

70.0 

64.1 

58.4 

53.2 

48.4 

44.1 

25.1 

78.40 

9 

IX 

106.6 

99.6 

92.2 

84.8 

77.6 

70.8 

64.4 

58.7 

53.4 

30.4 

94.94 

9 

i# 

123.8 

115.7 

107.1 

98.5 

90.1 

82.2 

74.8 

68.1 

62.0 

35.3 

110.26 

9 

IX 

139.6130.5 

120.8 

111.1 

101.6 

92.7 

84.4 

76.8 

69.9 

39.9 

124.36 

10 

101.4  95.9 

89.8 

83.6 

77.4 

71.5 

65.8 

60.5 

55.5 

28.3 

88.23 

10 

IX 

123.3116.5 

109.1 

101.6 

94.1 

86.8 

79.9 

73.4 

67.5 

34.4 

107.23 

10 

IK 

143.7135.8 

127.3 

118.5 

109.7 

101.2 

93.2 

85.6 

78.7 

40.1 

124.99 

10 

w 

162.7153.8144.1 

134.1 

124.2 

114.61105.5 

97.0 

89.1 

45.4 

141.65 

11 

114.8109.4103.5 

97.3 

91.0 

84.8 

80.2 

73.1 

67.7 

31.4 

98.03 

11 

IX 

139.9133.3126.1 

118.6 

110.9 

103.3 

97.8 

89.4 

82.5 

38.3 

119.46 

11 

IK 

163.5155.9147.5 

138.6 

128.7 

120.8 

114.3 

104.1 

96.4 

44.8 

139.68 

11 

IX 

185.7177.1 

167.5 

157.5 

147.3 

137.2 

129.8 

118.3 

109.5 

50.9 

158.68 

11 

8 

206.6196.9 

186.3 

175.1 

163.8 

152.6 

144.4 

131.5 

121.8 

56.6 

176.44 

12 

1 

128.0 

122.9 

117.2 

111.0 

104.7 

98.4 

92.2 

86.1 

80.4 

34.6 

107.51 

12 

IX 

156.4 

150.1 

143.1 

135.7 

127.9 

120.2 

112.6 

105.2 

98.2 

42.2 

131.41 

12 

IK 

183.3175.9 

167.7 

159.0 

149.9 

140.9 

132.0 

123.3 

115.1 

49.5 

154.10 

12 

12 

J* 

208.7200.4 
232.7223.4 

191.0 
213.0 

181.1 
201.9 

170.7 
190.4 

160.4 
178.9 

150.3 
167.6 

140.5 
156.6 

131.1 
146.1 

56.4 
62.8 

175.53 
195.75 

13 

1 

141.2136.3 

130.7 

124.7 

118.5 

112.1 

105.8 

99.5 

93.5 

37.7 

117.53 

13 

IX 

172.8166.81160.0 

152.7 

145.0 

137.2 

129.4 

121.8 

114.4 

46.1 

143.86 

13 

IK 

203.0195.9 

187.9179.3 

170.3 

161.1 

152.0 

143.1 

134.3 

54.2 

168.98 

13 

IX 

231.6223.6 

214.5 

204.7 

194.4 

183.9 

173.5 

163.3 

153.3 

61.9 

192.88 

13 

2 

258.91249.9 

239.7 

228.7 

217.3 

205.5 

193.9 

182.5 

171.3 

69.1 

215.56 

14 

1 

154.3149.6 

144.3 

138.5 

132.3 

125.9 

119.5 

113.1 

106.8 

40.8 

127.60 

14 

IX 

189.2183.4 

176.9 

169.7 

162.2 

154.4 

146.5 

138.6 

131.0 

50.1 

156.31 

14 

1H 

222.6215.8 

208.1 

199.7 

190.8 

181.7 

172.3 

163.1 

154.1 

58.9 

183.67 

14 

IX 

254.41246.7 

237.9 

228.3 

218.1 

207.6 

197.0 

186.5 

176.2 

67.4 

210.00 

14 

2 

284.8276.2 

266.4 

255.6 

244.2 

232.4 

220.6 

208.8 

197.2 

75.4 

235.12 

15 

1 

167.4162.9 

157.8 

152.1 

146.0 

139.7 

133.3 

126.8 

120.4 

44.0 

137.28 

15 

IX  |205.5!200.0 

193.7 

186.7 

179.3 

171.5 

163.6 

155.7 

147.9 

54.0 

168.48 

15 

1^  242.1235.7 

228.2220.0 

211.2 

202.1 

192.8 

183.5 

174.2 

63.6 

198.74 

15 

1X1277.2269.8 

261.3251.9 

241.9 

231.4 

220.7 

210.1 

199.5 

72.9 

227.45 

15 

2     J310.8J302.5  293.01282.5 

271.2 

259.5 

247.5 

235.5 

223.6 

81.7 

254.90 

154                                                                     1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


CORRUGATED  FLOORING. 

The  trough  and  corrugated  plate  sections  shown  on  page  31  are 
used  for  floors  of  bridges  and  fire-proof  buildings. 

The  following  tables  give  weights  per  lineal  foot  of  each 
rolled  section  and  per  square  foot  of  floor  surface  for  thicknesses 
varying  by  T^-  inch ;  also  the  moments  of  resistance  for  one  foot 
in  width  and  the  safe  loads  per  square  foot  for  spans  of  different 
lengths  using  fiber  strains  of  12000  and  10000  Ibs. 


PROPERTIES  OF  TROUGH  SECTION. 


Section  index  
Thickness  of  base  

M10 

yz 

Mil 

JL 

M12 

H 

M13 

11 

M14 
i/ 

Weight  per  lineal  foot  .... 
Weight  per  square  foot  .... 
Moment  of  resistance 

16.32 
25.00 
1156 

18.02 
28.15 
1306 

19.72 
31.31 
1457 

21.42 
34.48 
16.12 

2315 
37.74 
17.67 

SAFE  LOADS  IN  LBS.  PER  SQUARE  FOOT  OF  FLOOR  FOR  SPANS  OF 
DIFFERENT  LENGTHS. 


Ij 

M10 

Mil 

M12 

M13 

M14 

12000 
Lbs. 

10000 
Lbs. 

12000 
Lbs. 

10000 
Lbs. 

12000 
Lbs. 

10000 
Lbs. 

12000 
Lbs. 

10000 
Lbs. 

12000 
Lbs. 

10000 
Lbs. 

5 

3699 

3083 

4179 

3483 

4662 

3885 

5158 

4298 

5654 

4712 

6 

2569 

2141 

2902 

2418 

3238 

2698 

3582 

2985 

3927 

3272 

7 

1887 

1573 

2132 

1777 

2379 

1983 

2632 

2193 

2885 

2404 

8 

1445 

1204 

1633 

1361 

1821 

1517 

2015 

1679 

2209 

1841 

9 

1142 

952 

1290 

1075 

1439 

1199 

1592 

1327 

1745 

1454 

10 

925 

771 

1045 

871 

1166 

972 

1290 

1075 

1414 

1178 

11 

764 

637 

864 

720 

963 

803 

1066 

888 

1168 

973 

12 

642 

535 

726 

605 

809 

674 

896 

747 

982 

818 

13 

547 

456 

618 

515 

690 

575 

763 

636 

836 

697 

14 

472 

393 

533 

444 

595 

496 

658 

548 

721 

601 

15 

411 

343 

464 

387 

518 

432 

573 

478 

628 

523 

16 

361 

301 

408 

340 

455 

379 

504 

420 

552 

460 

Safe  loads  given  include  weight  of  section. 
155 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

CORRUGATED  FLOORING. 

.  ^f^N-^S^3               %    r^,    ^F%  , 

nix// 

f" 

PROPERTIES 

*•*  /  16                     ** 

OF  CORRUGATED  PLATE. 

Section  index  ....      M30     M31 
Thickness  of  metal  .    .        ^        -A 
Weight  per  lineal  foot  .       8.06     10.10 
Weight  per  square  foot    11.05     13.78 
Moment  of  resistance  .       1,10      1.55 

M32      M33      M34      M35 

y&     %    A     K 

12.04     17.75     20.71     23.66 
16.50     17.47    20.39     23.30 
1.95      3.28      3.84      4.39 

SAFE  LOADS  IN  LBS.  PER  SQUARE  FOOT  OF  FLOOR. 

Span 
inW 

M30 

M31. 

M32. 

12000  Lbs. 

10000  Lbs. 

12000  Lbs. 

10000  Lbs. 

12000  Lbs. 

10000  Lbs. 

5 

6 
7 
8 
9 
10 
11 
12 
13 
14 
15 
16 

352 
244 
180 
138 
109 
88 
73 
61 
52 
45 
39 
35 

293 
203 
150 
115 
91 
73 
61 
51 
43 
38 
33 
29 

496 
345 
253 
194 
153 
124 
103 
86 
73 
63 
55 
49 

413 
287 
211 
162 
128 
103 
86 
72 
61 
53 
46 
41 

624 
433 
318 
244 
193 
156 
129 
108 
92 
80 
69 
61 

520 
361 
265 
203 
161 
130 
108 
90 
77 
67 
58 
51 

Span 
in  Feet. 

M33 

M34 

M35 

12000  Lbs. 

10000  Lbs. 

12000  Lbs. 

10000  Lbs. 

12000  Lbs. 

10000  Lts. 

5 
6 
7 
8 
9 
10 
11 
12 
13 
14 
15 
16 

1049 
728 
535 
410 
324 
262 
217 
182 
155 
134 
117 
103 

874 
607 
446 
342 
270 
218 
181 
152 
129 
112 
98 
86 

1228 
853 
627 
480 
379 
307 
254 
213 
182 
157 
136 
120 

1023 
711 
523 
400 
316 
256 
212 
178 
152 
131 
113 
100 

1404 
975 
717 
549 
433 
351 
290 
244 
208 
179 
156 
137 

1170 
813 
598 
458 
361 
293 
242 
203 
173 
149 
130 
114 

Safe  loads  given  include  weight  of  section. 
Weight  per  square  foot  given  does  not  include  weight  of  splice  plate. 

156 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


BUCKLED  PLATES. 

The  old  form  of  Buckled  Plate  contains  one  buckle  and  is  square 
or  rectangular,  and  supported  along  its  four  edges  in  the  manner 
.shown  by  Fig.  2.  The  central  part  or  buckle  is  surrounded  by  a 
flat  rim  called  the  fillet. 

A  new  form  of  Buckled  Plate,  made  in  long  lengths,  with 
several  buckles  to  the  plate,  is  shown  by  Fig.  1,  and  is  manufac- 
tured by  The  Carnegie  Steel  Company,  Limited.  In  this  form  the 
plate  is  usually  supported  at  the  two  long  edges  only. 

Buckled  plates  are  used  for  the  floors  of  fire-proof  buildings  and 
of  high-way  bridges.  They  are  usually  covered  with  concrete 
or  asphalt  and  stone  paving,  etc.  They  are  generally  made  in 
length  and  width  from  3X  to  4X-6X/,  and  in  thicknesses  of  y\x/  to 
%x/;  they  are  very  strong,  as  indicated  by  the  following  table. 
In  order  to  allow  for  some  deterioration  by  corrosion,  they  are, 
Tiowever,  rarely  made  thinner  than  ^"^hile  y5^'7  is  a  usual 
thickness  for  bridge  floors. 

There  has  not  yet  been  a  reliable  formula  devised  from  which 
the  strength  of  buckled  plates  can  be  figured,  but  from  experi- 
ments on  plates  3/-0//  square,  arched  l^fx/,  and  well  bolted  down 
on  all  sides,  the  following  table  of  quiescent  safe  loads,  uni- 
formly distributed,  has  been  deduced. 


Thickness. 

Weight  of 
one  plate, 
pounds. 

Safe  Load  (one-fourth  of 
ultimate  load), 
pounds. 

Per  square  foot, 
pounds. 

A" 

68 

5600 

622 

X" 

90 

10080 

1120 

A" 

113 

13888 

1544 

W 

135 

20160 

2240 

The  resistance  of  buckled  plates  bolted  or  riveted  down  all 
around  is  double  the  resistance  of  the  same  plate  merely  supported 
all  around,  and  if  the  two  opposite  sides  are  unsupported,  the 
resistance  is  reduced  in  the  proportion  of  8  to  5. 


157 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

STANDARD   DIMENSIONS  OF  BUCKLE 
PLATES. 

DIMENSIONS  OF  CONTINUOUS  BUCKLES.       (FIG.  1.) 

No.  of 
Plate. 

Buckle.                K 

lets 
b. 

Fillets 
c. 

Fillet 
a. 

No.  of  Buckles 

Rise  f       whicth.  can  be 
put  in  one 
Plate. 

e 

d 

1 

2 
3 
4 
5 
6 
7 
8 
9 
10 
11 
12 
13 
14 

3'  11" 
4/   6// 

3'  11" 
3'  6" 
3X  9" 
3/   !// 

3X   9" 
3'  8" 
2'  8" 
3'  8" 
2'  2" 
3'  8" 
3'  0" 
2'  9" 

tvSOOM)O5tO&3<MCOCOCOCOCOCOt*>> 
COOlOOOOOOOOOi—  -5OcOi->-aiH->-ai 

XX->.N.XN.X-XX>.X-N-XX 

Made  from  Min.=2"  to  Max.=l'  6". 
If  longer  than  1'  6"  use  angle  stiffeners 
riveted  across  plate. 

Min.=2".  Mai.=6". 
Try  not  to  exceed  4". 

Preferably  mado  alike. 
Try  not  to  exceed  4".  Min.=2".  Max.=6", 

6 
3"             7 
8 
8 
9 
8 
2"             8 
10 
8 
10 
8 
9 
3"           10 

Plates  given  above  can  be  made  with  one  buckle  or  any  number  up  to  the  limit  indicated. 
^DIMENSIONS  OF  SINGLE  BUCKLES.       (FIG.  2.) 

No.  of 

Plate. 

Width. 

Length. 

Fillet                   Buckle.                     „.     , 

a.                 e 

d 

16 

17 
18 

2X  5^" 
3'  0" 

2/  5%" 

3'  0" 

3}^"     %'  9" 

2X  9"         2^" 

*No  variation  from  these  dimensions  can  be  made. 

M                  1 

] 

OOOOOOO           2            5E 

f/\ 

\ 
/ 

x 

T    ° 

X 

co                                  a  .., 
-.^  p""g"-er-y^5  j 

:\  "/ 

\ 

\/ 

\ 

_o__o 

i*!          is. 

! 

*yl 

/l,4 

158 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


CORRUGATED  AND  GALVANIZED  SHEETS. 

Corrugated  sheet  is  used  for  roofs  and  sides  of  buildings.  It  is 
usually  laid  directly  upon  the  purlins  in  roofs,  and  held  in  place  by 
means  of  clips  of  hoop  iron,  which  encircle  the  purlin  and  are 
placed  in  distances  of  about  twelve  inches  apart.  Special  care 
must  be  taken  that  the  projecting  edges  of  the  corrugated  sheets, 
at  the  eaves  and  gable  ends  of  the  roof,  are  well  secured,  other- 
wise the  wind  will  loosen  the  sheets  and  fold  them  up. 

The  corrugations  are  made  of  various  sizes;  the  smaller  present 
a  more  pleasing  appearance  to  the  eye,  while  the  larger  are  stiffer 
and  will  span  a  greater  distance,  thereby  permitting  the  purlins  to 
be  placed  further  apart.  The  sizes  of  sheets  generally  used  for 
both  roofing  and  siding,  are  Nos.  20  and  22. 

The  corrugated  sheet  which  will  be  described  in  the  following, 
is  manufactured  by  The  Carnegie  Steel  Company,  Limited.  It 
is  of  medium  size,  presenting  both  a  good  appearance  and  being 
of  sufficient  strength  for  usual  requirements. 

By  one  corrugation  is  meant  the  double  curve  between  corre- 
sponding points,  and  by  depth  of  corrugation  the  greatest  deviation 
from  the  straight  line  measured  between  the  concave  surfaces  of 
the  corrugated  sheet. 

Our  corrugations  are  2.425X/  long,  measured  on  the  straight  line ; 
they  require  a  length  of  sheet  of  2.72S"  to  make  one  corrugation, 
and  the  depth  of  corrugation  is  f|//.  One  corrugation  is  allowed 
for  lap  in  the  width  of  the  sheet  and  6X/  in  the  length  for  the  usual 
pitch  of  roof  of  two  to  one.  Sheets  can  be  corrugated  of  any 
length  not  exceeding  ten  feet.  The  most  advantageous  width  is 
3Q/4")  which  (allowing  ^4//  for  irregularities)  will  make  eleven 
corrugations=30//,  or,  making  allowance  for  laps,  will  cover 
24XX/  of  the  surface  of  thereof. 

By  actual  trial  it  was  found  that  corrugated  sheet  No.  20,  span- 
ning 6  feet,  will  begin  to  give  a  permanent  deflection  for  a  load 
of  30  fbs.  per  square  foot,  and  that  it  will  collapse  with  a  load  of 
60  ft)s.  per  square  foot.  The  distance  between  centers  of  purlins 
should  therefore  not  exceed  6  feet,  and,  preferably,  be  less  than 
this. 

159 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


CORRUGATED  SHEETS, 

The  following  table  is  calculated  for  sheets  30j^/;  wide  before 
corrugating. 


•Mk 

2  -j 

£5* 

3** 

•a§  a 

Weight  per  Square  of  100  square  feet, 
when  laid,  allowing  6"  lap  in  length  and 
2>£"  or  one  corrugation  in  width   of 

*{{ 

£|l 

|J 

£J* 

sheet,  for  sheet  lengths  of: 

+K 

m 

1 

Lbs. 

r 

Lbs, 

5' 

6' 

7' 

8' 

9' 

10' 

Lbs. 

16 

.065 

2.61 

3.28 

365 

358 

353 

350 

348 

346 

2.95 

18 

.049 

1.97 

2.48 

275 

270 

267 

264 

262 

261 

2.31 

20 

.035 

1.40 

1.76 

196 

192 

190 

188 

186 

185 

1.74 

22 

.028 

1.12 

1.41 

156 

154 

152 

150 

149 

148 

1.46 

24 

.022 

.88 

1.11 

123 

121 

119 

118 

117 

117 

1.22 

26 

.018 

.72 

.91 

101 

99 

97 

97 

96 

95 

1.06 

NOTE. — For  weights  per  square  laid  with  one  and  one-half  lap, 
add  to  above  5  per  cent.  For  weights  per  square  laid  with  two 
laps,  add  to  above  10  per  cent. 

TRANSVERSE  STRENGTH. 


l=Unsupported  length  of  sheet,  in  inches. 
t=Thickness  of  sheet,  in  inches. 
b= Width  of  sheet,  in  inches. 
d=Depth  of  corrugations  in  inches: 
W=Breaking  weight  distributed  in  tons. 
w=         "  "  "  "  pounds. 


W. 


J9.95  t.b.d. 

1 

99900  t.b.d. 

1 


THE    CABNBGIE    STEEL    COMPANY,  LIMITED. 

EXPLANATION  OP  TABLES  ON  MAXIMUM 
STRESSES  IN  PRATT  AND  WHIPPLE 

TRUSSES. 
Pages  163  to  165. 

These  tables  give  the  stress  in  each  member  of  a  Fratt  (single 
quadrangular)  or  Whipple  (double  quadrangular)  truss,  for  any 
number  of  panels  not  exceeding  twelve  in  the  former,  and  twenty 
in  the  latter  case,  on  the  assumption  that  the  load  is  uniform  per 
foot,  and  the  panels  are  all  of  the  same  length.  The  stresses  are 
given  in  terms  of  the  truss-panel  dead  and  moving  loads,  repre- 
sented respectively  by  W.  and  L.  These  are  obtained  by  multi- 
plying the  dead  load  per  foot  of  bridge,  in  the  case  of  W  and 
the  moving  or  live  load  per  foot  of  bridge,  in  the  case  of  L,  by 
half  the  panel  length. 

The  letters  W  and  L  are  placed  at  the  top  of  column  in  tables, 
and  not  next  to  the  figures  to  which  they  belong,  for  want  of  space. 

The  stress  in  aB,  for  example,  in  a  twelve  panel  Pratt  truss, 
=  5.5  W  +  5.5  L,  and  in  Be  ==  4.5  W  -f  f  f  L,  both  multi- 
plied by  the  quotient  specified  in  the  last  column. 

The  system  of  lettering  employed  is  shown  by  Figs.  1  and  2, 
on  page  162,  opposite,  and,  it  is  believed,  is  the  best  in 
use.  By  making  a  sketch  of  the  truss  under  consideration  and 
lettering  the  vertices  in  the  manner  shown,  the  truss  members  to 
which  reference  is  had  in  the  tables,  can  be  readily  identified. 

The  dead  load  is  assumed  as  concentrated  at  the  lower  vertices 
of  the  trusses,  for  through  bridges,  and  at  the  upper  vertices,  for 
deck  bridges.  For  through  bridges  of  very  large  span,  the 
stresses  thus  obtained  for  the  posts  must  be  increased  by  the  truss- 
panel  weight  of  the  upper  portion  of  the  truss,  including  the 
lateral  bracing ;  but  in  small  spans,  the  increase  of  stress  on  this 
account  is  so  inconsiderable  that  it  is  usually  neglected. 

Note :  In  order  to  calculate  the  stresses  in  a  Whipple  or  double 
quadrangular  truss  by  statical  methods,  it  is  necessary  to  consider 
the  truss  as  the  combination  of  two  Pratt  trusses  or  single  systems 
of  bracing,  and  assume  that  each  of  these  two  systems  is  strained 
in  the  same  manner  as  if  one  were  independent  of  the  other.  If 
the  number  of  panels  is  odd,  each  of  the  two  systems  is  unsym- 
metrical.  which  has  the  effect  of  making  the  stress  in  the  middle 
panel  of  the  lower  chord  slightly  smaller  than  the  stress  in  the 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


corresponding  panel  of  the  top  chord.  The  difference  is,  how- 
ever, frequently  neglected,  End  the  stress  in  middle  panel  of 
bottom  chord  assumed  the  same  as  in  middle  panel  of  top  chord. 
Each  of  the  two  systems  is  assumed  to  carry  one-half  of  the 
panel  load  at  the  top  of  the  inclined  end  posts. 

Fig.x 

Pratt  or  Single  Quadrangular  Truss. 
S          C          D          E          F          G          H 


Fig.  2 
Whipple  or  Double  Quadrangular  Truss. 

f       D      E      F       G      H       I       K      L      M      N       O 


Illustration  of  Application  of  Tables,  also  of  the  Use  of  Table  of  Natural 

Sines,  Tangents  and  Secants. 

A  Pratt  truss  of  135'  span  and  18'  depth,  is  divided  into  nine 
panels  of  15'  each.  Required  the  stress  in  first  main  tie  Be,  and 
in  middle  panel  DE  of  top  chord,  for  a  dead  load  of  1200  Ibs., 
and  a  moving  load  of  3000  Ibs.  per  lineal  foot  of  bridge. 

15  =-9000  Ibs. 


L-          X  15  -  22500  Ibs. 

28  Length  Be 

Bc-(8W+L)x  --    - 


DE  -  (10  W  -f-  10  L) 


The  factor  -r^  or  panel  length  divided  by  depth  of  truss,  is 
the  tangent  of  the  angle,  for  which  the  length  Be,  divided  by  depth 
of  truss,  is  the  secant.  By  table  of  natural  sines,  tangents  and 

secants,  for  tangent  -=  jg  —  '  0.833,  the  secant  —  1.302  ;  therefore  :  — 
Be  -=  97000  X  1.30  -  126100  Ibs. 
DE  -  315000  X       -  262500  Ibs. 


THE    CARNEGIE 

STEEL    COMPANY,  LIMITED. 

MAXIMUM   STRESSES   UNDER 

DEAD 

AN3> 

MOVING  LOADS  IN  PRATT  OR  SINGLE 

QUADRANGULAR   TRUSSES 

With  inclined  end  posts  and  equal  panels,  for  Through  and  Deck  Bridges. 

W  =  dead  load  and  L  = 

=  moving  load  per  trus 

$  and  per  panel. 

Member. 

12  Panel 
Truss. 

11  Panel 

Truss. 

10  Panel 
Truss. 

9  Panel 
Truss. 

8  Panel 
Truss. 

Multi- 
ply by: 

W+L 

W+L 

W+L 

W+L 

W-fL 

aB 

5.5H 

r5.5 

5+ 

5 

4.5+4.5 

4+4 

3.5+3.5 

1* 

Be 

4.5- 

rfl 

4-- 

it 

3.5+3.6 

3- 

-V 

2.5+  V 

Cd 

3.5- 

_j  .3. 

3-- 

2.5+2.8 

2J 

-V 

1.5+  V 

!!•£! 

De 

2.5- 

-n 

2-- 

8 

1.5+2.1 

1- 

hV 

0.5+  V 

•  * 

Ef 

1.5+f| 

1-- 

1 

0.5+1.5 

o+V 

-0.5+  f 

II 

Fg 

0.5+fl 

0-- 

^. 

-0.5+1.0 

-i+f 

-1.5+  f 

Gh 

-0.5+lf 

-1-- 

^. 

-1.5+0.6 

hi 

-g^ 

Hi 

-1.5+if 

-2-- 

6T 

J 

abc 

5.5+  5.5 

5+  5 

4.5+  4.5 

4H 

-  4 

3.5-j 

-3.5 

^s 

BC,    cd 

10.0+10.0 

9+  9 

8.0+  8.0 

7- 

-  7 

6.0- 

-6.0 

^  1*  _ 

CD,   de 
DE,   ef 

13.5+13.5 
16.0+16.0 

12+12 
14+14 

10.5+10.5 
12.0+12.0 

9- 
10- 

-  9 
-10 

7.5- 
8.0- 

-7.5 
-8.0 

i|i 

EF,   fg 

17.5+17.5 

15+15 

12.5+12.5 

^•f 

FG 

18.0+18.0 

^ 

Thro'.  Deck. 

Oc 

4.5H 

If 

4+ 

.    5. 

3.5H 

-3.6 

3H 

h¥ 

2.5+  V 

Cc,    Dd 

3.5- 

3+ 

&. 

2.5- 

-2.8 

2- 

hV 

1.5+  V5 

Dd,    Ee 

2.5- 

—  -.  --^ 

2+ 

T 

1.5- 

-2.1 

14-V 

0.5+  V 

•*3 

Be,    Ff 

1.5- 

~fl 

1+ 

L.1 

0.5- 

-1.5 

o+v 

-0.5+  1 

3 

«;    Gg 

0.5- 

—  '    '--Q 

0+ 

§ 

-0.5- 

-1.0 

-0.5- 

Hi 

Member. 

7  Panel 
Truss. 

6  Panel 
Truss. 

5  Panel 
Truss. 

4  Panel 
Truss. 

3  Panel 
Truss. 

Multi- 
ply by: 

W+L 

W+L 

W+L 

W+L 

W+L 

aB 

3H 

h3 

2.54 

-2.5 

2+2.0 

1.5+1.5 

1+1 

|^| 

Be 
Cd 

2- 
1- 

-V 

-V 

1.5- 
0.5- 

•V 

-1.0 

1+1.2 
0+0.6 

0.5+| 
-0.5+  i 

o+l 

li^ 

De 

Ef 

0- 
-1- 

-\ 

hf 

-0.5- 

-0.5 

-1+0.2 

fS 

abc 

3+3 

2.5+2.5 

2+2 

1.5+1.5 

1+1 

f-^1 

BC,    cd 

5+5 

4.0+4.0 

3+3 

2.0+2.0 

1+1 

's4 

CDE,de 

4.5+4.5 

J-gi 

Thro'.  Deck. 

^   c 

Cc 

E+V 

1.5+  V 

1+1.2 

0.5+  f 

Cc,    Dd 

i+V° 

0.5+1.0 

0+0.6 

-0-5+1 

.^ 

Dd 

0+f 

-0.5+0.5 

to 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


MAXIMUM   STRESSES    UNDER   DEAD   AND 

MOVING  LOADS  IN  WHIPPLE   OR 

DOUBLE  QUADRANGULAR 

TRUSSES 

With  inclined  end  posts  and  equal  panels,  for  Through  and  Deck  Bridges. 
W  =  dead  load  and  L  =  moving  load  per  truss  and  per  panel. 


20  Panel 
Truss. 


19  Panel 
Truss. 


18  Panel 
Truss. 


17  Panel 
Truss. 


16  Panel 
Truss. 


aB 

Be 

Bd 

Ce 

Df 

Eg 

Fh 

Gi 

Hk 

II 

Km 

Ln 

Mo 

abc 
cd 
de 
ef 


CD, 
DE, 

EF,  gi 

FG,  hi 

GH,  ik 

HI,  kl 


Thro'.  Deck. 

Oc 
Dd 

Cc,    Ee 
Dd,    Ff 

%  GH! 


? 

Kk 
LI 


li 

Kk 
LI 


W+L 

9.5+9.5 

4.5+^ 
4.0+W 


f|+JT¥ 

I+w 
I +45 


w- 


w+ 

vv- 


4.54.9.0.1 

4.0+s^ 
3-5+W 
3.0+ S¥ 
2.5+^' 
2.0+%? 


•w- 


w+w 
il+w 

tt+W 

fl+§r¥ 


W+L 

8.5+8.5 
4.0+ *fc 
8.5+fift 
8.0+ W 

2.5+%5 

2.0+W 
1.54.3^5 

i.o+w 

0.5+ W 

0.0+ 2T¥ 

-0.5+ ift5 
-1.0+ iT2t5 

8.5+  8.5 
12.5+12.5 
19.5+19.5 
25.5+25.5 
30.5+30.5 
34.5+34.5 
37.5+37.5 
39.5+39.5 
40.5+40.5 

IK=HI 


4.0+ W 

3.5+4¥ 

3.0+5Jt5 

2.5+W 

2.0+42f5 

1.5+  afte 

i.o+w 

0.5+ W 

0.0+ W 

-0.5+  W 


W+L 

If  +5fr 
ff+W 

ff+4x¥ 
ff+3t¥ 

ff+3r¥ 


^ 


^f+2] 


W+L 

7.5+7.5 
8.64-W 

8.0+m1 

2.5+'%; 
2.0+ 3T5^ 
1.5+3T°t! 
1.0+W 
0.5+ " 
0.0+ 

-0.5+ 

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-1.5+ 

7.5+7.5 
11+11 
17+17 
22+22 
26+26 
29+29 
31+31 
32+32 
HI=GH 


3.5+ 
8.0+ 

2.5-- 
2.0- - 

1-5+W 
l.O+W 
0.5+  W 
0.0+  W 
-0.5+ W 


164 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

MAXIMUM   STRESSES   UNDER   DEAD   AND 

MOVING  LOADS  IN  WHIPPLE   OR 

DOUBLE   QUADRANGULAR 

TRUSSES 

With  inclined  end  posts  and  equal  panels,  for  Through  and  Deck  Bridges. 

W=dead  load  and  L  =  moving  load  per  truss  and  per  panel. 

M 

15  Panel 

14  Panel 

13  Panel 

12  Panel 

11  Panel 

S^ 

Truss. 

Truss. 

Truss. 

Truss. 

Truss. 

*-s 

W+L 

W+L 

W+L 

W+L 

W+L 

aB 

7+7 

6.5+6.5 

6+6 

5.5+5.5 

5+5 

Be 

t+jfjj 

3  O+^yx5 

||  +WJ 

B.5+W 

24  _|_  24.5 

1 

Bd 

2.5+3-fy; 

2-0+  W 

i  0    .[._  2  0_._J 

J- 

Ce 

1+w 

2  0+  ^t- 

ff  +  ~Tf  5 

TT  +  "  ~TT 

Df 

1.5+  4v 

H+2r¥ 

1.0-h* 

9       1     12  .  5 

"i*8 

Eg 

yr-  +  2y  ^ 

1.0+-j^ 

T9¥  +  ~^i" 

0.5+-yA5 

T2T  +  "Vr" 

S"3 

Fh 

«+W 

0.5+  ifV 

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0.0+-T-f 

_^T_j_-^ 

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A+W 

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Hk 

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4!+-Tt5 

11 

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Km 

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abc 

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6.5+  6.5 

6+6 

5.5+  5.5 

5+5 

cd 

9.5+  9.5  W3+W3 

8.0+  8.0 

19  _|_  |9 

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CD,   ef 
BE,  fg 

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W+W 

14.5+14.5  W  +  W3 
18.54-18.51  W+2W 

2i.5+2i.5;w4-T¥ 

12.0+12.0  Vi9+  W 
15.0+15.0  W+W 
17.0+17.0  V¥+  W* 

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SF,   gh 

23.5+23.5  Vv9+¥r^ 

18.0+18.0 

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24.5+24.5 
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*gh= 

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FG=EF 

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w+w 

2T¥+^¥ 

Thro'.  Deck. 

Ce 

^  _|_  4^5 

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1  5.  _|_  3^5 

2_5-|_  3^5 

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ft  +35 

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ft+W 

1.5_[-2f^5 

if  "r-^t5 

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Dd,  Ff 

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05-1-  --£*- 

T'T.  +  "T'T*" 

Ff;    Hh 

ji  _)_  2J^5 

0.5+  4¥ 

T41T  +  Jf  t§ 

0.0+4* 

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1g 

fV  4-  ^t5   0.0+  iyt5  rfV  +  W 

-0.5+-6r-f 

I 

Hh 

"T3?  "^  "^^r5  ~0.5-  -  Vx- 

lii! 

165 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


STANDARD  CLEVIS  NUTS. 


Distance  H  can  be  made  to  suit  connections. 


Diam- 
eter 
of 

Round 
Bar. 


1 

m 


?T5, 


Upset 
Screw 
End  for 
Round 
Bar. 


tx 

2 

2X 
|f8 
2% 


Side 
of 

Square 
Bar. 


i« 


Upset 
Screw 
End  for 
Square 
Bar. 


3 

IP 

3/8 
3/8 


Diameter 
of 
Eye. 


7^ 

7/8 


Fork. 


V 

Thread. 


E 


Thick- 
ness of 
Bar  in 
Fork. 


IX 

IX 
IX 


JX 
IX 

1/8 


Width 

of 

Bar  in 
Fork. 


8A 

I 
8; 


5X 


a 


Diameter 
of 
Pin. 


1/8 


2X 


*  This  Clevis  used  for  all  smaller  Bars. 


166 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

STANDARD  EYE  BAB  HEADS. 

SIZES  IN  INCHES. 

-IS 

I      B  1 

.1 

4j 

2£ 

1? 

1: 

s 

ft~ 

1= 

2^= 

1? 

1, 

ft 

s_ 

|| 

l~ 

If 

•^ 

la<§ 

la 

l| 

I? 

lf 

a3 

3 

2K 

7 

3% 

6/8 

6 

8 

17 

8% 

15^ 

3 

3 

7% 

7 

4/^ 

15 

7  1/ 

12^ 

3 

%l4 

8 

44 

P 

7 

5 

15% 

7^ 

13^ 

3 

4' 

8% 

4?/ 

7 

5  1A 

16 

8 

14 

3 

4U 

9 

4% 

%l/2 

7 

6 

16% 

8/4^ 

14% 

3 

5 

9% 

4^ 

9 

7 

ft/4 

17 

8/ 

15^ 

3 

5/4 

10 

5 

95^ 

7 

7 

17% 

8|/ 

15V 

3 

6 

10% 

5* 

iox 

7 

71A 

18 

9 

16/8 

3 

§/4 

11 

5% 

10|^ 

7 

8 

18% 

9/^ 

17 

3 

7 

11% 

H/8 

7 

%/4 

19 

9% 

17^6 

4 

3 

9 

4% 

744 

7 

9 

19% 

18H 

4 

3/^ 

9% 

8/8 

8 

5 

17 

8/^ 

14H 

4 

4 

10 

5/4 

9 

8 

5)4 

17% 

8^/ 

15 

4 

4/^ 

10% 

5X 

99 

8 

ft 

18 

9 

15f^ 

4 

5 

11 

5% 

10^ 

8 

ft/4 

18% 

9M 

16^" 

4 

b}4 

11% 

5% 

103/ 

8 

7 

19 

9% 

16^ 

4 

6 

12 

6 

11M 

8 

7/2 

19% 

17^ 

4 
4 

Y2 

13  2 

6% 

lljf 

12% 

8 
8 

8 

20 
20% 

10  4 

18 
18% 

5 
5 

4 

11 

5% 

53/ 

10  2 

8 
8 

9  2 

21 

21% 

10^ 

1»$ 

5 

12 

6 

8 

lo'2 

22 

11 

20>| 

5 

5  2 

12% 

6k 

HX 

9 

6 

19% 

9|/ 

16|/ 

5 

5/4 

13 

6% 

\\y& 

9 

6% 

20 

10 

5 

6 

13% 

6^ 

12^ 

9 

7 

20% 

iox 

5 

ft/4 

14 

7 

13 

9 

7/4 

21 

10% 

5 
5 

7 

7% 

13% 

1  4.  ^X 

9 
9 

8 

8« 

II4 

19TV 

1  Q  1  1 

6 
6 
6 

4 

t 

13 

14  2 

6% 
74 

|i| 

9 
9 
9 

9  2 

io/2 

F 

23% 

11% 

201i 

21/8 

6 
6 

ft  2 

B* 

$ 

13  8 
13% 

10 
10 

8  2 

ff? 

UK 

20^ 

6 
6 

I2 

B* 

5* 

14 

10 
10 

9  2 

L3K 

n^ 

12 

20H 
21  rV 

6 

7/2 

16% 

sy 

15^ 

i  . 

1         i 

167                                                            ! 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


CONVENTIONAL  SIGNS  FOB  RIVETING. 
SHOP.  FIELD. 

TWO     PULL     HEADS. 


Countersunk  Inside  and  Chipped. 


Countersunk  Outside  and  Chipped. 


Countersunk  Both  Sides  and  Chipped. 


INSIDE. 


OUTSIDE. 


Q 


BOTH  SIDES. 


Flattened  to  %"  High  or  Countersunk  and  not  Chipped. 


Flattened  to  34"  High. 


Flattened  to  %"  High. 

This  system,  as  designed  by  F.  C.  Osborne,  C.  E.,  has  for 
foundation  the  diagonal  cross  to  represent  a  countersink,  the 
blackened  circle  for  a  field  rivet,  and  the  vertical  stroke  to  indi- 
cate a  flattened  head.  The  position  of  the  cross,  with  respect  to 
the  circle  (inside,  outside,  or  both  sides),  indicates  the  location  of 
the  countersink,  and  the  number  and  position  of  the  vertical  strokes 
indicate  the  height  and  position  of  the  flattened  heads. 

Any  combination  of  field,  countersunk  and  flattened  head  rivets 
liable  to  occur  may  be  readily  indicated  by  the  proper  combina- 
tion of  above  signs. 

168 


THE.  CARNEGIE    STEEL    COMPANY,  LIMITED. 


NOTES  ON  ROOFS  AND  LOADS  FOB  SAME. 

Angles  of  roofs  as  commonly  used. 


Proportion; 
of  rise 
to  span. 

ANGLE. 

Length  of 
rafter  to  rise. 

Proportion 
of  risa 
to  span. 

ANGLE. 

Length  of 
rafter  to  rise. 

Deg.  Min. 

Deg.  Min. 

X 

1 

2/1? 

45  00 
33  41 
30  00 

1.4142 
1.8028 
2.0000 

X 

k 

54 

26  34 
21  48 
18  26 

2.2361 
2.6926 
3.1623 

APPROXIMATE  LOADS  PER  SQUARE  FOOT  FOR  ROOFS,  OF  SPANS 

UNDER  75  FEET,  INCLUDING  WEIGHT  OF  TRUSS. 
Roof  covered  with  corrugated  sheets,  unbearded,        -        8  pounds. 
Roof  covered  with  corrugated  sheets,  on  boards,     -      -    1 1       " 
Roof  covered  with  slate,  on  laths,    -         -         -         -          13       " 
Same,  on  boards,  l>/x/  thick,     -  -    16       (l 

Roof  covered  with  shingles,  on  laths,  -  -  -  10  " 
Add  to  above,  if  plastered  below  rafters,  -  -  -  10  " 
Snow,  light,  weighs  per  cubic  foot,  5  to  12  " 

For  spans  over  75  feet,  add  4  Ibs.  to  the  above  loads,  per  square 
foot. 

It  is  customary  to    add   30  Ibs.  per  square  foot  to  the  above  for 
snow  and  wind,  when  separate  calculations  are  not  made. 

PRESSURE  OF  WIND  ON  ROOFS.  (Unwin) 

a  =  Angle  of  surface  of  roof  with  direction  of  wind. 
F=Force  of  wind  in  Ibs.  per  square  foot. 
A=Pressure  normal  to  surface  of  roof=F  Sin.  a  1>84  Cos-  "-1- 
B=Pressure  perpendicular  to  direction  of  wind=F  Cot.  aSin  a  i«84Cog.a. 
= Pressure  parallel  to  direction  of  wind=F  Sin.  a  1>84  Cos-  a- 


Angle  of  roof=a 

A=FX 
B=FX 
C=FX 


.125 
.122 
.01 


10° 
.24 
.24 
.04 


.45 
.42 
.15  i 


.57 


40° 
.83 
.64 
.53 


50° 

60° 

70° 

80° 

90° 

.95 

1.00 

1.02 

1.01 

1.00 

.61 

.50 

.35 

.17 

.00 

.73 

.85 

.96 

.99 

1.00 

169 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

ROOF  TRUSSES. 

Tables  for  finding  strains  in  members  for  roof  trusses  of 

the  different  types  and  pitches  as  given 

below  and  of  any  span. 

RULE.  —  To  find  the  strain  in  t  ny  member,  multiply  the  coeffi- 

cient given  for  that  member  by  total  dead  load  carried  by  truss 

(-=span  in  feet  X  distance  between  trusses  in  feet  X  weight  per 

square  foot).     If  the  truss  is  acted  upon  by  wind  forces  or  other 

unsymmetrical  loading  the  strains  in  the  members  must  be  calcu- 

lated accordingly  and  combined  with  the  dead  load   strains   as 

found  below. 

Member 

PITCH.    (Depth  to  Span.) 

of  Truss. 

t 

30° 

i 

7                     "NTnTF,  —  H^flvy  linpc; 

Fig.  1. 
Aa 
Bb 

.675 
.537 

.750 
.625 

.838 
.726 

denote  compression  and 
'qi  7         light  lines  tension  mem- 

Ca 

.563 

.650 

.750 

.938         bers.     Loads  are  con- 

Cc 

.375 

.433 

.500 

.625         sidered  as  concentrated 

ab 

.208 

.217 

.224 

909 

'               at  the  joints. 

be 

.188 

.217 

.250 

.313 

Fig.  2. 

Aa 

.750 

.833 

.930 

1.120                          sr 

Bb 

.589 

.666 

.757 

.928         PIK  t             *Ls/ 

Oc 

.568 

.666 

.783 

.*995                         ^^  / 

Da 

.625 

.721 

.833 

1.042                 AS\     /  • 

Dd 

aV> 

.375 

A    tt 

.433 

A  gry 

.500 

A  OA 

.625           ^  a     W 

ab 
be 

.155 
.155 

.167 
.167 

.loO 
.180 

]202                           C 

cd 

.250 

.288 

.333 

.417 

Fig.  3. 

Aa 
Bb 

.788 
.718 

.874 
.812 

.978 
.922 

1.178        Ff     2          Jrf 
1.131            g'2'  B/\C/ 

Cc 

.649 

.750 

.866 

1.085              .   ^i      / 

Dd 

.580 

.687 

.810 

1.038           JX'VXJ/ 

Ea 

.655 

.758 

.875 

1   fiCM                   -^^                       ^SN** 

Ef 

.562 

.650 

.750 

.938 

Ee 

.375 

.433 

.500 

.625 

ab 

.104 

.108 

.112 

A   A    /> 

bf 

.093 

.108 

.125 

J56         pjg  3         Cs^d/ 

fg 

.208 

.216 

.224 

.232                    "     s^cy 

gc 

.093 

.108 

.125 

.156           A^</\T/  « 

cd 

.104 

1  Q7 

.108 

.112 

'010          ^—    »                 '• 

f 

de 

.187 
.280 

]325 

'.375 

.313                             K 
.469 

17O 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

EXPLANATION  OF  TABLES  ON  RIVETS 
AND  PINS. 

PAGES  173  TO  176  INCLUSIVE. 

In  transmitting  strains  Dy  means  of  rivets,  it  is  customary  to 
disregard  the  friction  between  the  parts  joined,  as  too  uncertain 
an  element  to  be  relied  upon  to  any  extent.  The  rivets  must 
then  be  proportioned  for  the  entire  strain  which  is  to  be  trans- 
mitted from  one  plate,  or  group  of  plates,  to  the  other,  and  they 
must  be  of  sufficient  size  and  number  to  present  ample  resistance 
to  shearing  and  afford  sufficient  bearing  area  so  as  not  to  cause  a 
crushing  of  the  metal  at  the  rivet  holes.  This  latter  condition, 
while  generally  observed  for  pins,  is  very  often  entirely  over- 
looked in  riveted  work.  Its  observance,  in  most  cases  of  riveted 
girders  with  single  webs,  determines  the  size  and  number  of 
rivets  to  be  used,  and  frequently  makes  it  necessary  to  adopt  a 
greater  thickness  of  web  than  would  otherwise  be  required. 
Thus,  if  the  web  is  -fa"  thick,  the  rivets  connecting  the  same 
with  the  flange  angles  have  a  bearing  value  of  only  3520  Ibs. 
for  a  %"  rivet,  while  their  shearing  value  is  =  2  X  3310  =  6620 
Ibs.  per  rivet,  the  rivets  being  in  double  shear.  Consequently, 
while  the  usual  thickness  of  web  of  floor  beams  for  railway  bridges 
is  2'8//,  it  sometimes  becomes  necessary,  for  shallow  floor  beams, 
to  increase  this  thickness  to  %"  and  even  )4//)  m  order  that  the 
pressure  of  the  rivets  upon  the  semi-intrados  of  the  rivet  holes 
be  not  excessive,  between  the  points  of  support  of  floor  beam  and 
of  application  of  the  load,  (in  which  space  the  transmission  of 
strain  from  web  to  flanges  takes  place). 

The  most  usual  pressures  allowed  upon  rivet  bearing  are  15000 
and  12000  Ibs.  per  square  inch,  as  assumed  in  the  tables,  the  bear- 
ing area  being  the  diameter  of  hole  multiplied  by  the  thickness 
of  metal.  The  former  pressure,  though  somewhat  greater  than  is 
generally  allowed  foi  pins,  is  frequently  used  in  riveted  work  in 
consideration  of  the  neglect  of  the  friction  betweer  plates. 

171 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

The  heavy  zig-zag  lines  in  tables  on  rivets,  indicate  the  limit 
at  which  bearing  exceeds  single  shear.  All  values  above  these 
lines  are  in  excess  of  single  shear,  all  values  below  are  less  than 
single  shear. 

Pins  must  be  calculated  for  shearing,  bending  and  bearing 
strains,  but  one  of  the  latter  two  only,  in  almost  every  case, 
determines  the  size  to  be  used.  The  strain  allowed  upon  pin- 
bearing  in  bridges  proportioned  to  a  factor  of  safety  of  five,  is 
usually  12000  Ibs.,  and  the  maximum  fiber  strain  by  bending, 
15000  Ibs.  per  square  inch.  When  groups  of  bars  are  connected 
to  the  same  pin,  as  in  the  lower  chords  of  truss  bridges,  the  sizes 
of  bars  must  be  so  chosen  and  the  bars  so  placed  that  at  no 
point  on  the  pin  will  there  be  an  excessive  bending  strain,  on  the 
presumption  that  all  the  bars  are  strained  equally  per  square  inch. 

The  following  examples  will  illustrate  the  use  of  the  tables : 

I.  A  pin  in  the  bolster  or  end  shoe  of  a  bridge  has  to  carry  a 
load  of  40000  Ibs.  between  two  points  of  support ;  what  size  of 
pin  is  required,  assuming  the   distance   between   points   (i.    <?., 
centers)  of  support  of  bolster  plates  and  centers  of  pressure  of 
end  post  plates  =  Z%"  ? 

Answer  : — Bending  moment  =  20000  Ibs.  X  2%  =  50000  inch 
Ibs.,  therefore 3^/x  pin  required  for  15000  Ibs.  fiber  strain,  since 
the  allowed  moment  for  3^/x  =  50600,  as  per  table. 

II.  Required  the  thickness  of  metal  in  the  top  chord  or  in  a 
post  of  a  bridge,  that  will  give  sufficient  bearing  area  to  a  3^/x 
pin  having  to  transmit  a  strain  of  60700  Ibs.,  the  allowed  pressure 
per  square  inch  on  bearing  being  12000  Ibs.  maximum. 

The  bearing  value  of  a  3^x/  pin  for  V  thickness  of  plate  = 

60700 
40500  Ibs.  therefore  the  thickness  of  metal  required  = = 

40500 

1^'//,  or  each  of  the  two  plates  in  the  chord  or  post  will  have  to 
be      "  thick. 


172 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

MAXIMUM  BENDING    MOMENTS    TO    BE    AL- 

LOWED   ON    PINS    FOR    MAXIMUM  FIBER 

STRAINS  OF  15OOO,  2OOOO  AND  225OO  LBS. 

PER  SQUARE  INCH, 

^    05 

Moment 

Moment 

Moment 

=3  * 

Moment 

Moment 

Moment 

for 

for 

for 

°  « 

for 

for 

for 

S  ^ 

8=15000. 

8=20000. 

8=22500. 

13 

8=15000 

8=20000 

8=22500 

a« 

Lbs.  In. 

Lbs.  In. 

Lbs.  In. 

Lbs.  In. 

Lbs.  In. 

Lbs.  In. 

i 

1470 

1960 

2210 

4^ 

134200 

178900 

201300 

1% 

2100 

2800 

3140 

457 

145700 

194300 

218500 

1% 

2880 

3830 

4310 

4% 

157800 

210400 

236700 

1« 

3830 

5100 

5740 

170600 

227500 

255900 

*X 

4970 

6630 

7460 

5 

184100 

245400 

276100 

l?i 

6320 

8430 

9480 

5K 

198200 

264300 

297300 

1% 

7890 

10500 

11800 

213100 

284100 

319600 

18 

9710 

12900 

14600 

5% 

228700 

304900 

343000 

2 

11800 

15700 

17700 

5% 

245000 

326700 

367500 

2% 

14100 

18800 

21200 

5% 

262100 

349500 

393100, 

16800 

22400 

25200 

5% 

280000 

373300 

419900 

2^1 

19700 

26300 

29600 

5% 

298600 

398200 

447900! 

2J£ 

23000 

307OO 

34500 

6 

318100 

424100 

477100 

2% 

26600 

35500 

40000 

G% 

338400 

451200 

507600 

2% 

30600 

40800 

45900 

GY* 

359500 

479400 

539300 

35000 

46700 

52500 

6% 

381500 

508700 

572300; 

3 

39800 

53000 

59600 

6Y? 

404400 

539200 

606600' 

3% 

44900 

59900 

67400 

Q:y. 

428200 

570900 

642300 

gl/ 

50600 

67400 

75800 

6:K 

452900 

603900 

679400 

s§ 

56600 

75500 

84900 

6% 

478500 

6S8000 

717800 

3Y 

63100 

84200 

94700 

7 

5052OO 

673400 

757600 

3/1 

70100 

93500 

105200 

631200 

828400 

931900 

IS 

77700 
85700 

103500 
114200 

116500 
128500 

8^ 

754000 
904400 

1005400 
1205900 

1131100J 
1356700J 

4 

94200 

125700 

141400 

9 

1073600 

1431400 

1609500 

4^ 

103400  137800  155000 

1O 

1572600  18885002207900 

113000150700 

169600 

11 

190990026133002940000 

4/1 

123300164400 

185000 

12 

2150600339300013817100 

REMARKS  —  The  following  is  the  formula  for  the  flexure  applied  to  pins  : 

M-S7rd3                      SAd 

32                             8 

M=moment  of  forces  for  any  section  through  pin. 

S=strain  per  sq.  in.  in  extreme  fibers  of  pin  at  that  section. 

A=area  of  section. 

d=diameter. 

7r=3.14159 

The  forces  are  assumed  to  act  in  a  plane  passing  through  the  axis  of  the  pin. 
The  above  table  gives  the  values  of  M  for  different  diameters  of  pin,  and  for 

three  values  of  S. 

If  M  max.  is  known,  an  inspection  of  the  table  will  therefore  show  what 

diameter  of  pin  must  be  used  in  order  that  8  may  not  exceed  15000,  20000  or 
22500  Ibs.,  as  the  requirements  of  the  case  may  be. 
For  Railroad  Bridges  proportioned  to  a  factor  of  safety  of  5,  it  is  customary 

to  make  S  max.  =-  15000  Ibs.  in  iron  and  —  20000  Ibs.  in  steel. 

173 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

BEARING-  VALUES  OF  PINS 

FOR  ONE   INCH  THICKNESS  OF  PLATE. 

(=Diameter  of  Pin  Xlx/X  Strain  per  Square  Inch.) 

-  -1 

*  |      Area  of 

Bearing 
Value  at 

Bearing 
Value  at 

•sjj 

Area  of 

Bearing 
Value  at 

Bearing 
Value  at 

Pin. 

12,000  Lbs 

15,000  Lbs 

•§  3 

Pm. 

12,000  Lbs. 

15,000  Lbs. 

5  ~ 

Per  Sq.  In 

Per  Sq.  In 

I'H 

Per  Sq.  In. 

Per  Sq.  In. 

as 

sq.  in. 

Ib?. 

Ibs. 

so.  in. 

Ibs. 

Ibs. 

1 

.785 

12000 

15000 

4X 

1590 

54000 

67500 

IX 

.994 

13500 

16900 

4^ 

16.80 

55500 

69400 

IX 

1.227 

1500O 

18800 

4X 

17.72 

57000 

71300 

1.485 

16500 

20600 

4# 

18.67 

58500 

73100 

iy 

1.767 

18000 

22500 

5 

1964 

60000 

75000 

15j 

2.074 

19500 

24400 

5/^ 

20.63 

61500 

76900 

1% 

2.405 

21000 

26300 

5/4. 

21.65 

63000 

78800 

1^ 

2.761 

22500 

28100 

5/ 

22.69 

64500 

80600 

2 

3.142 

24000 

30000 

5X 

23.76 

66000 

82500 

2^ 

3.547 

25500 

31900 

2485 

67500 

84400 

2X 

3976 

27000 

33800 

5X 

2597 

69000 

86300 

4.430 

28500 

35600 

5% 

27.11 

70500 

88100 

2X 

4.909 

30000 

37500 

6 

28.27 

72000 

90000 

2)1 

5.412 

31500 

39400 

Qy£ 

29.46 

73500 

91900 

23^ 

5.940 

33000 

41300 

6/4 

30.68 

75000 

93800 

2^ 

6.492 

34500 

43100 

QH 

31.92 

76500 

95600 

3 

7.069 

36000 

45000 

6% 

33.18 

78000 

97500 

3/^3 

7.670 

37500 

46900 

6$ 

3447 

79500 

99400 

3^ 

8.296 

39000 

48800 

6X 

35.79 

81000 

101300 

3/8 

8.946 

40500 

50600 

Q% 

37.12 

82500 

103100 

3% 

9.621 

42000 

52500 

7 

38.48 

84000 

105000 

10.32 

43500 

54400 

7% 

44.18 

90000 

112500 

3X 

11.05 

45000 

56300 

8 

50.27 

96000 

120000 

3^ 

11.79 

46500 

58100 

8% 

56.75 

102000 

127500 

4 

12.57 

48000 

60000 

9 

63.62 

108000 

135000 

4^ 

13.36 

49500 

61900 

10 

78.54 

120000 

150000 

4X 

1419 

51000 

63800 

11 

95.03 

132000 

165000 

4/8 

15.03 

52500 

65600 

12 

113.10 

144000 

180000 

174 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


for  different  Thicknesses  of  Plate  at  15000  Ibs.  per  square  in 
meter  of  Rivet  X  Thickness  of  Plate  X  15000  Ibs.) 


C5 


SO  O 

•-1  ?2 

05     L**  ''J* 

01      CO  ^ 


O 


05      CD 
rH      (M   CO 


O     O  O 


O 

O5 


(M  l> 
00  00 


O    O 

00   CO 
CO   OS 


s  ° 

00    rH 

CO   C35 


CD 


00 


8 


§  82 


Cj  Cj 

CO  05 

CO  O 

tO  CD 

~0~0~ 

CM  CO 

05  CO 

T*  U5 


O  O 

CO  CO 

10  O 

CO  l> 


SO     O  O 
C-       *&    rH 


-^  10 
t>  rH 
»O  CO 


IO   OJ 

CO   CO 


28 

00   rH 

eq  co 


8 


to  oo 

CO   CO 


!~g 

05  (M 

^  to 


(M 


05  eq 

(M  CO 


CO 


O  O 

00    rH 
00    rH 


CO  I> 


i 

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gT 

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to  to 


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t>  Oi 

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8§ 

ss 


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3 


O  O     O  O     O  O 

rH    00       O5    tO       CO    rH 


10    rH 

10 


00   CO 

10   CO 


S 


¥ 


CO  00 
05  -tf 
rH  CS 


00 
CO    rH 


00   tO      CO 
rH    00       rH 


O    1>       T}i    rH 

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ss 

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to 


IO  )O             >O             tO             to 

lOt""  WICC""             N      IO  t^ 

t^OO  CDCQOOtOrHt^CO            COC300 

CO   -f  IOIO      COCO      t>   00      0005      OO      MrH 


175 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


§r^r 

~8 

•3  M 

-r-l 

!i 
II 


nt  Thicknes 
Rivet  X  T 


Value 
(=Di 


fe 


X 

«E 


o  o 

t^  00 

05  >O 

O  iH 


Q 

CO 


O    IO       rH 

O5  05     O 


§o  o 
10  I> 


§^^ 
^^ 

05   C5 


tO  O     10  05 
CD  t**     t**  t^ 


O  O 

^   0^ 
CO   00 


to  to 


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05  CO 

to  co 


O  O 

lO  O5 


CO  1> 


to  CO 
d  CO 

to  to 


§o  o 

to  co 

E;  M 

CD      CD  t*3 


So  o 
00    rH 

05     Cl  CO 
03      CO  CO 


o  o 

05  <M 

^4*     ''V* 


<^i  to 

to  to 


§8 


00 


CO  00 
CO   CO 


CO  ^ 


•H      rH   W      CM 


co 


o  o 

CO   iH 

rH    CO 


»O     CO  S3 


to  co 


00 


CO 


1O 

CO   CO 


» 

<:    to  to 
~O~CTO~ 


2  8S  § 


rH       CO 
CO  CO      CO 


CO  O5 
Tfl    CO 

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00   05 
rH  rj( 


o   o  o   o 

CO      tO   rH      iH 


CO 


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CO  rH 

CO  rj< 


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t**  CO     05  CO 

T^  IO      to   CO 


CO  IQ 

CO  00 

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r-l    rH       rH  C<l 


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co 


00   tO 
rH   00 


3  § 


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to 

10  C- 


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to 


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85 


176 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SPECIFICATIONS  FOR  CONSTRUCTIONAL  IRON. 

CHARACTER  ANO      1.     All  wrought  iron  must  be  tough,  ductile,  fibrous  and  of 
NISH'        uniform  quality.     Finished  bars  must  be  thoroughly  welded 
during  the  rolling,  and  be  straight,  smooth  and  free  from  in- 
jurious seams,  blisters,  buckles,  cracks  or  imperfect  edges. 
MANUFACTURE.      2.     No  specific  process  or  provision  of  manufacture  will  be 
demanded,  provided  the  material  fulfills  the  requirements  oi 
these  specifications. 

STANDARD  TEST     3.     The   tensile  strength,  limit  of  elasticity  and  ductility, 
IECE>         shall  be  determined  from  a  standard  test  piece  of  as  near  % 
square  inch    sectional  area  as  possible.     The  elongation  shall 
be  measured  on  an  original  length  of  8  inches. 

ELASTIC  LIMIT.  4.  Iron  of  all  grades  shall  have  an  elastic  limit  of  not  less 
than  26,COO  pounds  per  square  inch. 

HIGH  TEST  OR      5.     When  tested  in  specimens  of  uniform  sectional  area  of  at 

TENSION  IRON.  jeast  i^  square  inch,  taken  from  members  which  have  been 
rolled  to  a  section  of  not  more  than  4%  square  inches,  the 
iron  shall  show  a  minimum  ultimate  strength  of  50,000  pounds 
per  square  inch,  and  a  minimum  elongation  of  18  per  cent,  in 
8  inches. 

6.  Specimens  taken  from  bars  of  a  larger  cross  section  than 
4%  square  inches,  will  be  allowed  a  reduction  of  500  pounds 
for  each  additional  square  inch  of  section,  down  to  a  minimum 
of  48,000  pounds,  and  have  an  elongation  of  15  per  cent,  in 
8  inches. 

BENDING  TEST.  7.  All  iron  for  tension  members  must  bend  cold  through 
90  degrees  to  a  curve  whose  diameter  is  not  over  twice  the 
thickness  of  the  piece,  without  cracking.  At  least  one  sample 
in  three  must  bend  through  180  degrees  to  this  curve,  without 
cracking.  When  nicked  on  one  side  and  bent  by  a  blow  from 
a  sledge,  the  fracture  must  be  mostly  fibrous. 

ANGLE  AND        8.     The  same  sized  specimens   taken  from  angle  and  other 
>ED  shaped  iron  shall  have  a  minimum  ultimate  strength  of  48,000 
pounds  per  square  inch,  and  a  minimum  elongation  of  15  per 
cent,  in  8  inches. 


177 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


9.  Specimens  from  angle  and  other  shaped  iron  must  bend 
cold  through  90  degrees  to  a  curve  whose  diameter  is  not  over 
twice  the  thickness  of  the  piece,  without  cracking. 

PLATES.  10.     The  same  sized  specimens,  taken  from  plates  8  inches 

to  24  inches  in  width,  shall  show  a  minimum  ultimate  strength 
of  48,000  pounds  per  square  inch,  and  a  minimum  elongation  of 
15  per  cent,  in  8  inches;  plates  from  24  inches  to  86  inches 
wide  shall  show  a  minimum  ultimate  strength  of  46,000  pounds 
per  square  inch,  and  elongate  10  per  cent,  in  8  inches  ;  plates 
over  36  inches  wide  shall  have  a  minimum  elongation  of  8  per 
cent,  in  8  inches. 

11.  Samples  of  plate  iron  shall  stand  bending  cold  through 
90  degrees  to  a  curve  whose  diameter  is  not  over  three  times  its 
thickness,  without  cracking.  When  nicked  and  bent  cold,  the 
fracture  must  be  mostly  fibrous. 

RIVET  IRON.  12.  Rivet  iron  shall  have  the  same  physical  requirements  as 
high  test  iron,  and,  in  addition,  shall  bend  cold  180  degrees  to  a 
curve  whose  diameter  is  equal  to  the  thickness  of  the  rod 
tested,  without  sign  of  fracture  on  the  convex  side. 

PIN  IRON.  13.  Specimens  taken  from  pin  iron  under  4  inches  diameter 
shall  have  a  minimum  ultimate  strength  of  50,000  pounds  per 
square  inch,  and  elongate  15  per  cent,  in  8  inches.  Rounds 
over  4  inches  diameter,  having  a  minimum  elongation  of  10  per 
cent,  in  8  inches  will  be  satisfactory. 

FULL  SIZE  14.  Full  size  pieces  of  flat,  round  or  square  iron  not  over 
4%  inches  in  sectional  area,  shall  have  an  ultimate  strength  of 
50,000  pounds  per  square  inch,  and  stretch  12%  per  cent,  in  the 
body  of  the  bar.  Bars  of  a  larger  sectional  area  than  4% 
square  inches,  will  be  allowed  a  reduction  of  1,000  pounds  per 
square  inch,  down  to  a  minimum  of  46,000  pounds  per  square 
inch,  and  stretch  10  per  cent,  in  the  body  of  the  bar. 

VARIATION  IN       15.     The  variation    in    cross    section  or    weight    of   rolled 
IGHT>       material  of  more  than  2%  per  cent,  from  that  specified,  may 
be  cause  for  rejection. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SPECIFICATIONS  FOR  CONSTRUCTIONAL  STEEL. 


PROCESS  OF        1.     Steel  may  be  made  by  either  the  Open  Hearth  or  Bes- 
MANUFACTURE"  semer  process. 

TEST  PIECES.  2.  The  tensile  strength,  limit  of  elasticity  and  ductility  shall 
be  determined  from  a  standard  test  piece  cut  from  the  finished 
material  and  planed  or  turned  parallel ;  the  piece  to  have  as 
near  %  square  inch  sectional  area  as  possible,  and  elongation 
to  be  measured  on  an  original  length  of  8  inches;  two  test 
pieces  to  be  taken  from  each  heat  or  blow  of  finished  material, 
one  for  tension  and  one  for  bending. 

3.  Every  finished  piece  of  steel  shall  be  stamped  on  one 
side  near  the  middle  with  the  blow  number  identifying  the 
melt ;  and  steel  for  pins  shall  have  the  melt  number  stamped 
on  the  ends.  Rivet  and  lacing  steel,  and  small  pieces  for  pin 
plates  and  stiffeners,  may  be  shipped  in  bundles  securely  wired 
together,  with  the  melt  number  on  a  metal  tag  attached. 

FINISH.  4.     Finished  bars  must  be  free  from  injurious  seams,  flaws 

or  cracks  and  have  a  workmanlike  finish. 

GRADE  OF  STEEL.     5.     Steel  shall  be  of  three  grades  :     SOFT,  MEDIUM,  HIGH. 

SOFT  STEEL.  6.  Specimens  from  finished  material  for  test,  cut  to  size 
specified  above,  shall  have  an  ultimate  strength  of  from  54,000 
to  62,000  pounds  per  square  inch  ;  elastic  limit  one-half  the  ulti- 
mate strength ;  minimum  elongation  of  26  per  cent,  in  8  inches ; 
minimum  reduction  of  area  at  fracture  50  per  cent.  This  grade 
of  steel  to  bend  cold  180  degrees  flat  on  itself,  without  sign  of 
fracture  on  the  outside  of  the  bent  portion. 

MEDIUM  STEEL.  7.  Specimens  from  finished  material  for  test,  cut  to  size 
specified  above,  shall  have  an  ultimate  strength  of  60,000  to 
68,000  pounds  per  square  inch ;  elastic  limit  one-half  the  ulti- 
mate strength;  minimum  elongation  20  per  cent,  in  8  inches; 
minimum  reduction  of  area  at  fracture,  40  per  cent.  This 
grade  of  steel  to  bend  cold  180  degrees  to  a  diameter  equal  to 
the  thickness  of  the  piece  tested,  without  crack  or  flaw  on  the 
outside  of  the  bent  portion. 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


HIGH  STEEL.  8.  Specimens  from  finished  material  for  test,  cut  to  size 
specified  above,  shall  have  an  ultimate  strength  of  66,000 
pounds  to  74,000  pounds  per  square  inch  ;  elastic  limit  one-half 
the  ultimate  strength;  minimum  elongation  18  per  cent,  in  8 
inches ;  minimum  reduction  of  area  at  fracture,  35  per  cent. 
This  grade  of  steel  to  bend  cold  180  degrees,  to  a  diameter 
equal  to  three  times  the  thickness  of  the  test  piece,  without 
crack  or  flaw  on  the  outside  of  the  bent  portion. 

PIN  STEEL.  9.  Pins  made  of  either  of  the  above  mentioned  grades 
of  steel,  shall,  on  specimen  test  pieces  cut  from  finished  mater- 
ial, fill  the  physical  requirements  of  the  grade  of  steel  from 
which  it  is  rolled,  for  ultimate  strength,  elastic  limit  and  bend- 
ing, but  the  elongation  shall  be  decreased  5  per  cent.,  and  re- 
duction of  area  at  fracture  10  per  cent,  from  that  specified. 

VARIATION  IN       10.     The  variation  in  cross-section   or  weight  of  more  than 
WEIGHT.       gi^  per  cent.  from  that  specified,  will  be  sufficient  cause  for 
rejection. 

FULL  SIZE  TESTS     11.     Full  size  tests  of  steel  used  for  eye-bars  shall  not  be  re- 

STEEL  BARS.  qu;re(j  to  show  mOre  than  10  per  cent,  elongation  in  the  body 

of  the  bar,  and  tensile  strength  not  more  than  4,000  pounds 

below  the  minimum  tensile  strength  required  in  specimen  tests, 

of  the  grade  of  steel  from  which  it  is  rolled. 

SPECIFICATIONS  FOR  CONSTRUCTIONAL  CAST  IRON. 

1.  Except  where  chilled  iron  is  specified,  all  castings  shall  be 
tough  gray  iron,  free  from  injurious  cold  shuts  or  blow  holes, 
true  to  pattern  and  of  a  workmanlike  finish.  Sample  pieces  1 
inch  square  cast  from  the  same  heat  of  metal  in  sand  molds 
shall  be  capable  of  sustaining  on  a  clear  span  of  4  feet  6  inches 
a  central  load  of  500  pounds  when  tested  in  the  rough  bar. 


SPECIFICATIONS  FOR  WORKMANSHIP. 

iNSPtcTioN.       1 .  Inspection  of  work  shall  be  made  as  it  progresses,  and  at 
as  early  a  period  as  the  nature  of  the  work  permits . 


ISO 


THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 

2.  All  workmanship  must  be  first  class.     All  abutting  sur- 
faces of  compression  members,  except  flanges  of  plate  girders 
where  the  joints  are  fully  spliced,  must  be  planed  or  turned  to- 
even  bearings  so  that  they  shall  be  in  such  contact  throughout 
as  may  be   obtained  by  such   means.     All   finished   surfaces 
must  be  protected  by  white  lead  and  tallow. 

3.  The   rivet  holes  for  splice  plates   of   abutting   members 
shall  be   so   accurately  spaced  that   when   the   members   are 
brought  into  position  the  holes  shall  be  truly  opposite  before 
the  rivets  are  driven. 

4.  Rollers  must   be  finished  perfectly  round  and  roller-beds 
planed. 

RIVETS.  5.  The  pitch  of  rivets  in  all  classes  of  work  shall  never  ex- 
ceed 6  inches,  nor  16  times  the  thinnest  outside  plate,  nor  be 
less  than  3  diameters  of  the  rivet.  The  rivets  used  shall  gen- 
erally be  ^et  tyi  an<^  Y%  inch  diameter.  The  distance  between 
the  edge  of  any  piece  and  the  center  of  a  rivet  hole  must  never 
be  less  than  1^  inches,  except  for  bars  less  than  2  %  inches 
wide.  When  practicable  it  shall  be  at  least  two  diameters  of 
the  rivet.  Rivets  must  completely  fill  the  holes,  have  full 
heads  concentric  with  the  rivet,  of  a  height  not  less  than  .  6 
the  diameter  of  the  rivet,  and  in  full  contact  with  the  surface, 
or  be  countersunk  when  so  required,  and  machine-driven 
wherever  practicable. 

PUNCHING.  6.  The  diameter  of  the  punch  shall  not  exceed  by  more 
than  1-16  inch  the  diameter  of  the  rivets  to  be  used,  and 
all  holes  must  be  clean  cuts  without  torn  or  ragged  edges. 
Rivet  holes  must  be  accurately  spaced ;  the  use  of  drift  pins 
will  be  allowed  only  for  bringing  together  the  several  parts 
forming  a  member,  and  they  must  not  be  driven  with  such  force 
as  to  disturb  the  metal  about  the  holes. 

7.  Built  members  must,  when  finished,  be  true  and  free  from 
twists,  kinks,  buckles,  or  open  joints  between  the  component 
pieces. 

EYE  BARS  AND      8.   All  pin-holes  must  be  accurately  bored  at  right  angles  to 
)LES.     j|^e  axjs  of  ^6  members,  unless  otherwise  shown  in  the  draw- 


181 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


ings,  and  in  pieces  not  adjustable  for  length  no  variation  of 
more  than  1-32  of  an  inch  will  be  allowed  in  the  length  between 
centers  of  pin-holes  ;  the  diameter  of  the  pin-holes  shall  not  ex- 
ceed that  of  the  pins  by  more  than  1-32  inch,  nor  by  more  than 
1-50  inch  for  pins  under  8%  inches  diameter.  Eye-bars  must 
be  straight  before  boring  ;  the  holes  must  be  in  the  center  of  the 
heads,  and  on  the  center  line  of  the  bars.  Whenever  eye-bars 
are  to  be  packed  more  than  J4  of  an  inch  to  the  foot  of  their 
length  out  of  parallel  with  the  axis  of  the  structure,  they  must 
be  bent  with  a  gentle  curve  until  the  head  stands  at  right  angles 
to  the  pin  in  their  intended  position  before  being  bored.  All 
eye-bars  belonging  to  the  same  panel,  when  placed  in  a  pile, 
must  allow  the  pin  at  each  end  to  pass  through  at  the  same 
time  without  forcing.  No  welds  will  be  allowed  in  the  body 
ol  the  bar  of  eye-bars,  laterals  or  counters,  except  to  form  the 
loops  of  laterals,  counters  and  sway  rods;  eyes  of  laterals, 
stirrups,  sway  rods  and  counters  must  be  bored;  pins  and  lateral 
bolts  must  be  finished  perfectly  round  and  straight,  and  the 
PILOT  NUTS,  party  contracting  to  erect  the  work  must  provide  pilot  nuts 
where  necessary  to  preserve  the  threads  while  the  pins  are 
being  driven.  Thimbles  or  washers  must  be  used  whenever 
required  to  fill  the  vacant  spaces  on  pins  or  bolts. 

ANNEALING.  9.  ^n  a^  cases  where  a  steel  piece  in  which  the  full  strength 
is  required  has  been  partially  heated  the  whole  piece  must  be 
subsequently  annealed.  All  bends  in  steel  must  be  made  cold, 
or  if  the  degree  of  curvature  is  so  great  as  to  require  heating, 
the  whole  piece  must  be  subsequently  annealed. 

PAINTING.         10-  All  surfaces  inaccessible  after  assembling  must  be  well 
painted  or  oiled  before  the  parts  are  assembled . 

11.  The  decision  of  the  engineer  shall  control  as  to  the  in- 
terpretation of  drawings  and  specifications  during  the  execu- 
tion of  work  thereunder,  but  this  shall  not  deprive  the  con- 
tractor of  his  right  to  redress,  after  the  completion  of  the 
work,  for  an  improper  decision 


182 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


NOTES   ON   STEEL  AND    IRON.  • 

1.  The  average  \veight  of  wrought  iron  is  480  Ibs.  per  cubic 
foot.     A  bar  I  inch  square  and  3  feet  long  weighs,  therefore, 
exactly  lo  Ibs.     Hence  : 

To  find  the  sectional  area,  given  the  weight  per  foot  : 
Multiply  by  T3^. 

To  find  the  "weight  per  foot,  given  the  sectional  area  : 
Multiply  by  M. 

2.  The  weight  of  steel  is   2  per  cent,   greater  than  that  of 
wrought  iron. 

3.  The  center  load,  at  which  a  bar  of  wrought  iron   I  inch 
square  and  12  inches  center  to  center  of  points  of  support  will 
give  way,  is  very  nearly  one  ton  (of  2,240  Ibs.) 

4.  Within  the  elastic  limit,  the  extension  and  compression  of 
wrought  iron  is  very  nearly  T7J^7  of  its  length  for  a  strain  oi 
one  ton  (of  2,240  Ibs.)  per  square  inch. 

For  cast  iron  this  ratio  is  -^-^  for  tension,  but  becomes  varia- 
ble for  compression. 

5.  The  contraction    or   expansion     of  wrought    iron    under 
changes  of  temperature  is  about  y^^  of  its  length,  for  a  varia- 
tion of  15°  Fahrenheit. 

The  strain  thus  induced,  if  the  ends  are  held  rigidly  fixed, 
will  be  about  one  ton  (of  2,240  Ibs.)  per  square  inch  of  cross- 
section. 

6.  The  coefficient  of  expansion  of  wrought  iron,  for    100° 
Fahrenheit,  is  0.000686.     Therefore,  for  a  variation  in  tempera- 
ture of  125°,  a  bar  of  wrought  iron  100  feet  long  will  expand  or 
contract  1  .029  inches. 

Conversely:  A  change  in  length  of  I  inch  per  hundred  feet 
would  be  produced  by  a  variation  in  temperature  of  121  5° 
Fahrenheit. 

7.  The  melting  point  of  iron  and  steel  is  about  as  follows  : 

Wrought  iron,  .          .         3,000°  Fahrenheit. 

Cast  iron,      ....     2.000° 

Steel  .....         2,400°  " 

8.  The  welding  heat  of  wrought  iron  is  2,733°  Fahrenheit. 

MISCELLANEOUS  NOTES. 

I  .  Thrust  of  arch  per  lineal  foot  : 

I  5  wl2 
T=—  -  -  ,  in  which  w  =  load  per  square  foot,  r  = 

rise  in  arch  in  inches,  and  1  =  span  in  feet. 

2.  Approximately  the  radius  of  gyration  for  a  box  section  is 
T  the  least  side. 


183 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


WOODEN  PILLARS. 

Extensive  tests  have  been  made  at  the  Watertown  Arsenal, 
Mass.,  to  determine  the  resistance  of  wooden  posts  to  crushing. 
These  tests,  conducted  partly  by  the  U.  S.  Government  and 
partly  by  Prof.  Lanza,  furnish  the  most  reliable  data  existing  at 
present  on  this  subject. 

Prof.  Lanza's  experiments  were  made  upon  short  rectangular 
blocks  and  upon  circular  posts  such  as  are  commonly  used  in 
mills.  In  diameter  the  latter  ranged  from  6%  to  io^£  inches, 
in  some  cases  tapering  slightly  towards  the  top.  They  were 
from  2  to  14  feet  in  length  and  were  tested  with  flat  ends. 

The  following  are  the  results  thus  obtained : 

ULTIMATE  RESISTANCE  TO  COMPRESSION. 

POUNDS  PER  SQUARE  INCH. 


KIND  OP  TIMBER. 

MAXIMUM. 

MINIMUM. 

MEAN. 

White  Oak,    .    .     . 
Yellow  Pine,  .    .    . 

4450 
5452 

3006 
3604 

3470 
4544 

The  timber  employed  in  these  tests  was  neither  green  nor 
thoroughly  seasoned.  It  was  selected  so  as  to  fairly  represent  its 
condition  as  ordinarily  used  for  constructional  purposes. 

Prof.  Lanza  made  further  a  series  of  tests  upon  old  and  thor- 
oughly seasoned  mill  posts  of  white  oak,  some  varying  from  6% 
inches  diameter  at  the  base  to  5^  inches  at  the  top,  and  others 
having  a  uniform  diameter  of  about  lo  inches.  They  were  ap- 
proximately from  12  to  14  feet  in  length.  For  the  ultimate 
resistance  to  compression  in  this  case  he  obtained  an  average 
value  of  3,957  pounds  per  square  inch.  It  is  to  be  noted  that 
this  result  is  only  about  14  per  cent,  in  excess  of  the  mean 
value  given  above  for  similar  posts  of  white  oak  of  the  character 
there  described. 

In  all  the  foregoing  tests,  failure  took  place  by  direct  crushing, 
the  bending  of  the  post  being  too  inconsiderable  to  materially 
affect  the  result. 

The  other  series  of  tests  conducted  at  the  Watertown  Arsenal, 
was  made  upon  rectangular  posts  with  flat  ends  having  a  length 
of  from  5  to  28  feet,  and  ranging  in  sectional  area  from  27  to  140 
square  inches. 

The  results  may  be  generalized  as  follows,  calling  —  the  ratio 

of  length  of  post  to  least  side  of  cross-section,  and  f  the  ultimate 
resistance  to  compression,  in  pounds  per  square  inch ; 


184 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


WHITE   PINE. 


YELLOW    PINE. 


J_ 

s 

! 

Ratio  of 
Decrease. 

J_ 

s 

f 

Ratio    cf 
Decrease. 

OtolO 
10  "  35 
35  "  45 

45  "  60 

2500 
2000 
1500 
1000 

1.00 
0.80 
0.60 
0.40 

Oto  15 
15     30 
30     40 
40     45 
45     50 
50     60 

4000 
3500 
3000 
2500 
2000 
1500 

1.00 
0.88 
0.75 
0.63 
0.50 
0.38 

Experiments  upon  white  oak  posts  of  such  lengths  have  up  to 
the  present  time  not  been  made.  Probably  values  from  75  per 
cent,  to  80  per  cent,  of  those  given  for  yellow  pine  may  be  safely 
assumed. 

"WOODEN  BEAMS. 

The  following  is  a  general  summary  of  the  results  obtained  by 
Prof.  Lanza  from  numerous  experiments  upon  wooden  beams. 

They  were  of  an  average  section  of  about  12x4  inches  and 
were  tested  for  mean  span  lengths  of  about  18  feet: 


KIND  OF  TIMBER. 

Modulus  of  Rupture      M     (Moment^  forces  causing  rupture,) 
R     (Moment  of  resistance  of  cross  section.) 

Maximum. 

Minimum. 

Mean. 

Spruce,     .    .    . 
White  Pine,  .    . 
Oak,    .... 
Yellow  Pine,  .    . 

5878 
6415 
7659 
11360 

2995 
3438 
4984 
5092 

4884 
4808 
6075 
7292 

The  above  statement  of  the  maximum  and  minimum  values 
does  not  consider  the  results  obtained  in  a  few  isolated  cases  for 
which  the  conditions  were  radically  different  than  for  the  others. 
It  was  found  that  the  beams  frequently  gave  way  through  longi- 
tudinal shearing  near  the  neutral  axis,  though  this  was  not  as 
common  a  source  of  failure  as  breaking  across  the  grain. 

For  spruce,  the  mean  intensity  of  the  shearing  strains,  for 
beams  that  failed  in  this  manner,  was  191  Ibs.,  and  for  yellow 
pine  248  Ibs.  For  beams  that  failed  otherwise,  the  mean  inten- 
sity of  shearing  strains  at  the  moment  of  rupture  was  very  nearly 
the  same. 

The  conclusion  appears,  therefore,  to  be  warranted  that  for 
soft  timber  there  is  an  almost  equal  tendency  for  beams  to  fail  by 
shearing  longitudinally  at  the  neutral  axis,  as  by  the  tearing  of  the 
outside  fibers. 

Owing  to  the  wide  range  of  the  results  obtained  and  the 
generally  erratic  behavior  of  timber  subjected  to  strains,  Prof. 
Lanza  recommends  the  following  values  for  Moduli  of  Rupture 
to  be  adopted  in  practice  : 

185 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

Spruce  and  White  pine,  ....         3,ooo  Ibs. 

Oak,          .                  4,000   " 

Yellow  pine,                              ,                            5,ooo   " 

These  values  are  lower  than  heretofore  in  use  and  a  safety 

factor  of  4,  on  the  basis  of  these  values,  may  be  assumed  as 

ample  for  all  cases. 

The   following  table  has  been  calculated  for  extreme  fibre 

strains  of  750  Ibs.  per  square  inch  : 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED,  FOR  RECT- 

ANGULAR SPRUCE  OR  WHITE  PINE   BEAMS. 

ONE   INCH   THICK. 

(For  oak,  increase  values  in  table  by  ^.) 

(For  yellow  pine,  increase  values  in  table  by  ^.) 

gl 

DEPTH  OF  BEAM. 

fe. 

6" 

7" 

8" 

9" 

10" 

11" 

12" 

13" 

14" 

15" 

16" 

5 

600 

820 

1070 

1350 

1670 

2020 

2400 

2820 

3270 

3750 

4270 

6 

500 

680 

890 

1120 

1390 

1680 

2000 

2350 

2730 

3120 

3560 

7 

430 

580 

760 

960 

1190 

1440 

1710 

2010 

2330 

2680 

3050 

8 

380 

510 

670 

840 

1040 

1260 

1500 

1760 

2040 

2340 

2670 

9 

330 

460 

590 

750 

930 

1120 

1330 

1560 

1810 

2080 

2370 

10 

300 

410 

530 

670 

830 

1010 

1200 

1410 

1630 

1880 

2130 

11 

270 

370 

490 

610 

760 

920 

1090 

1280 

1490 

1710 

1940 

12 

250 

340 

440 

560 

690 

840 

1000 

1180 

1360 

1560 

1780 

13 

230 

310 

410 

520 

640 

780 

930 

1080 

1260 

1440 

1640 

14 

210 

290 

380 

480 

590 

720 

860 

1010 

1170 

1340 

1530 

15 

200 

270 

360 

450 

560 

670 

800 

940 

1090 

1250 

1420 

16 

190 

260 

330 

420 

520 

630 

750 

880 

1020 

1180 

1330 

17 

180 

240 

310 

400 

490 

590 

710 

830 

960 

1100 

1260 

18 

170 

230 

290 

370 

460 

560 

670 

780 

910 

1040 

1190 

19 

160 

210 

280 

360 

440 

530 

630 

740 

860 

990 

1130 

20 

150 

200 

270 

340 

420 

510 

600 

710 

820 

940 

1070 

21 

140 

190 

260 

320 

390 

480 

570 

670 

780 

890 

1020 

22 

140 

190 

240 

310 

380 

460 

540 

640 

740 

850 

970 

23 

130 

180 

230 

290 

360 

440 

520 

610 

710 

810 

920 

24 

130 

170 

220 

280 

350 

420 

500 

590 

680 

780 

890 

25 

120 

160 

210 

270 

330 

410 

480 

560 

660 

750 

860 

26 

110 

160 

210 

260 

320 

390 

460 

540 

630 

720 

820 

27 

110 

150 

200 

250 

310 

370 

440 

520 

610 

690 

790 

28 

110 

140 

190 

240 

300 

360 

430 

500 

580 

670 

760 

29 

110 

140 

180 

230 

290 

350 

410 

490 

580 

640 

740 

To  obtain  the  safe  load  for  any  thickness  :    Multiply  values  for 

I  inch  by  thickness  of  beam. 

To  obtain  the  required  thickness  for  any  load  :    Divide  by  safe 

load  for  I  inch. 

186 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


STRENGTH  OF  MATERIALS. 

ULTIMATE  RESISTANCE  TO  TENSION 

IN   LBS.    PER   SQUARE   INCH. 

METALS  AND  ALLOYS. 

Aluminum  Bronze,  AVERAGE. 

10  per  cent  Al.  and  90  per  cent.  Copper,         .          85000 
i#     "  "       98^  "  "  28000 

Brass,  cast, 1800O 

"      wire, 49000 

Bronze  or  gun  metal, 36000 

Copper,  cast, 1900O 

sheet, 30000 

bolts, 36000 

"         wire,  (unannealed,) 60000 

Iron,  cast,  13,400  to  29,000, 16500 

"     wrought,  round   or  square  bars   of  I   to   2  inch 

diameter,  double  refined,    .         .         50000  to  5400O 
"     wrought,  specimens  ^  inch  square,  cut  from  large 

bars  of  double  refined  iron,     .         .    50000  to  530OO 
"     wrought,  double  refined,  in  large  bars  of  about  7 

square  inches  section,          .         .         46000  to  47000 
"     wrought,  universal   mill  plates,  angles  and  other 

shapes, 48000  to  51000 

«     wrought  plates  over  36"  wide,        .         46000  to  50000 

The  modulus  of  elasticity  of  Union  Iron  Mills'  double  refined 
bar  iron  is  25000000  to  27000000  from  tests  made  on  finished 
eye  bars. 

Iron,  wire,         • 70OOO  to  100000 

"     wire  ropes, 90000 

Lead,  sheet, 3300 

Steel,  65000  to  120000 

Tin,  cast, 4600 

Zinc,  .......     7000  to  8000 


187 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


STRENGTH  OF  MATERIALS.— Continued. 


TIMBER,  SEASONED,  AND  OTHER  ORGANIC  FIBER. 

Taken  largely  from  Trautwine's  pocket  book,  (edition  of  1888.) 

AVERAGE. 

Ash,  English, 1700O 

"     American, .          1600O 

Beech,    .  « 150OO  to  18000 

Birch, 15000 

Cedar  of  Lebanon, 11400 

"      American,  red, 10300 

Fir  or  Spruce,  10000 

Hempen  Ropes, 12000  to  1600O 

Hickory,  American,    .......     1100O 

Mahogany,  800O  to  21800 

Oak,  American,  white,        ....     10000  to  18000 

«     European, 100OO  to  19800 

Pine,  American,  white,  red  and  pitch,  Memel,  Riga,     .     10000 

"  "          long  leaf  yellow,       .         .     12600  to  19200 

Poplar,  ........  7000 

Silk  fiber,  ........     52000 

Walnut,  black,  ....         16000 


STONE,  NATURAL  AND  ARTIFICIAL. 

Brick  and   Cement.         .         .         .         .         .         280  to  300 

Glass, 9400 

Slate,      .......          9600  to  12800 

Mortar,  ordinary,         .          ,          .         .          .          .         .  50 

ULTIMATE  RESISTANCE  TO  COMPRESSION. 

METALS, 

Brass,  cast,     .  .....         10300 

Iron,     «  ,  82000  to  145000 

«     wrought,        .        ...         .         38000  to  40OOO 


188 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

STRENGTH  OF  MATERIALS.— Continued. 

TIMBER,  SEASONED,  COMPRESSED  IN  THE 

DIRECTION  OF  THE  GRAIN. 
Taken  largely  from  Trautwine's  pocket  book;  (edition  of  1888.) 

AVERAGE. 

Ash,  American, 680O 

Beech,  " 7000 

Birch,  8000 

Cedar  of  Lebanon,  .  .  .  5900 

"  American,  red, 60OO 

Chestnut, 5300 

Deal,  red,  .  .  .  .  .  .  .  .  6500 

Fir  or  Spruce, 5000 

Hickory, 8000 

Oak,  American,  white,  ......  7000 

"     British, 10OOO 

«  Dantzig, 7700 

Pine,  American,  white, 5400 

"  "  long  leaf  yellow,  ....  8500 

Walnut,  black, 8000 

STONE,  NATURAL  AND  ARTIFICIAL. 

Brick,  weak, 550  to  800 

"      strong, 1100 

"      nre, 1700 

Brickwork,  ordinary,  in  cement,          .         .         .       300  to  600 

best, 1000 

Granite,  500O  to  18000 

Limestone,  400O  to  16000 

Sandstone,  ordinary,  ....         2500  to  10000 

ULTIMATE  RESISTANCE  TO  SHEARING. 

METALS. 
Iron,  cast, 25000 

"      wrought,  along  the  fiber, 45000 

TIMBER,  SEASONED,  ALONG  THE  GRAIN. 
White  Pine,  Spruce,  Hemlock,          .         .         .         250  to  500 
Yellow  Pine,  long  leaf,       .....     30O  to  600 
Oak,  400  to  700 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

LINEAR    EXPANSION    OF    SUBSTANCES 

BY    HEAT. 

To  find  the  increase  in  the  length  of  a  bar  of  any  material  due 

to  an  increase  of  temperature,  multiply  the  number  of  degrees 

of  increase  of  temperature  by  the  coefficient  for  100  degrees  and 

by  the  length  of  the  bar,  and  divide  by  100. 

NAME  OF  SUBSTANCE. 

Coefficient  for  100  ° 
Fahrenheit. 

Coefficient  for  180° 
Fahrenheit,  or  100 
Centigrade. 

Baywood,  (in  the  direction  of  the  J 

.00026 

TO 

.00046 

TO 

grain,  dry,)                                 -  [ 

.00031 

.OOO57 

Brass,  (cast,)    - 

.00104 

.00188 

"       (wire,) 

.O0107 

.00193 

Brick,  (fire,)    - 

.0003 

.0005 

Cement,  (Roman,)  - 

.0008 

.0014 

Copper, 

.0009 

.0017 

Deal,  (in  the  direction  of  the  grain,  f 

.00024 

.00044 

dry,)      -                                      -{ 

Glass,  (English  flint,)  - 

.00045 

.00081 

"      (French  white  lead,) 

.00048 

.00087 

Gold,     - 

.0008 

.0015 

Granite,  (average,) 

.00047 

.00085 

Iron,  (cast,)    - 

.0006 

.0011 

"     (soft  forged,) 

.0007 

.0012 

"     (wire,)   - 

.0008 

.0014 

Lead, 

.0016 

.0029 

( 

.00036 

.00065 

Marble,  (Carrara,)                             \ 

TO 

TO 

I 

.0006 

.0011 

Mercury, 

.0033 

.0060 

Platinum, 

.0005 

.0009 

( 

.0005 

.0009 

Sandstone,  -         -                             1 

TO 

TO 

1 

.0007 

.0012 

Silver, 

.0011 

.002 

Slate,  (Wales,) 

.0006 

.001 

Water,    (varies  considerably  with  f 
the  temperature,)         -         -      \ 

.0086 

.0155 

—————————  —  ^  —  .^—  —  __«__^__ 
190 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED, 

AREAS  OF  FLAT   ROLLED  BARS, 

For  Thicknesses  from  y1^  in.  to  2  in.  and  Widths 

from  1  in.  to  12%  In. 

Thickness 

in  Inches. 

1" 

iK"  w 

w 

2" 

2^" 

2^" 

2%' 

12" 

A 

.063 

.078 

.094 

.109 

.125 

.141 

.156 

.172 

.750 

i 

.125 

.156 

.188 

.219 

.250 

.281 

.313 

.344 

1.50 

A 

.188 

.234 

.281 

.328 

.375 

.422 

.469 

.516 

2.25 

1 

.250 

.313 

.375 

.438 

.500 

.563 

.625 

.688 

3.00 

A 

.313 

.391 

.469 

.547 

.625 

.703 

.781 

.859 

3.75 

f 

.375 

.469 

.563 

.656 

.750 

.844 

.938 

1.03 

4.50 

& 

.438 

.547 

.656 

.766 

.875 

.984 

1.09 

1.20 

5.25 

i 

.500 

.625 

.750 

.875 

1.00 

1.13 

1.25 

1.38 

6.00 

A 

.563 

.703 

.844 

.984 

1.13 

1.27 

1.41 

1.55 

6.75 

.625 

.781 

.938 

1.09 

1.25 

1.41 

1.56 

1.72 

7.50 

t* 

.688 

.859 

1.03 

1.20 

1.38 

1.55 

1.72 

1.89 

8.25 

I 

.750 

.938 

1.13 

1.31 

1.50 

1.69 

1.88 

2.06 

9.00 

it 

.813 

1.02 

1.22 

1.42 

1.63 

1.83 

2.03 

2.23 

9.75 

1 

.875 

1.09 

1.31 

1.53 

1.75 

1.97 

2.19 

2.41 

10.50 

if 

.938 

1.17 

1.41 

1.64 

1.88 

2.11 

2.34 

2.58 

11.25 

i 

1.00 

1.25 

1.50 

1.75 

2.00 

2.25 

2.50 

2.75 

12.00 

IA 

1.06 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

12.75 

1  1. 

1.13 

1.41 

1.69 

1.97 

2.25 

2.53 

2.81 

3.09 

13.50 

1  3_ 

1.19 

1.48 

1.78 

2.08 

2.38 

2.67 

2.97 

3.27 

14.25 

if 

1.25 

1.56 

1.88 

2.19 

2.50 

2.81 

3.13 

3.44 

15.00 

1_5 

1.31 

1.64 

1.97 

2.30 

2.63 

2,95 

3.28 

3.61 

15.75 

If 

1.38 

1.72 

2.06 

2.41 

2.75 

3.09 

3.44 

3.78 

16.50 

ITS 

1.44 

1.80 

2.16 

2.52 

2.88 

3.23 

3.59 

3.95 

17.25 

11 

1.50 

1.88 

2.25 

2.63 

3.00 

3.38 

3.75 

4.13 

18.00 

IA 

1.56 

1.95 

2.34 

2.73 

3.13 

3.52 

3.91 

4.30 

18.75 

i* 

1.63 

2.03 

2.44 

2.84 

3.25 

3.66 

4.06 

4.47 

19.50 

1.69 

2.11 

2.53 

2.95 

3.38 

3.80 

4.22 

4.64 

20.25 

it 

1.75 

2.19 

2.63 

3.06 

3.50 

3.94 

4.38 

4.81 

21.00 

jit 

1.81 

2.27 

2.72 

3.17 

3.63 

4.08 

4.53 

4.98 

21.75 

1.88 

2.34 

2.81 

3.28 

3.75 

4.22 

4.69 

5.16 

22.50 

Hf 

1.94 

2.42 

2.91 

3.39 

3.88 

4.36 

4.84 

5.33 

23.25 

2 

2.00 

2.50 

3.00 

3.50 

4.00 

4.50 

5.00 

5.50 

24.00 

191                                                                  1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  OF  FLAT  ROLLED  BARS. 

(CONTINUED.) 

Thickness 
in  Inches. 

3" 

3M" 

W* 

BX" 

4" 

m* 

w 

4M» 

12" 

j 

.188 

.203 

.219 

.234 

.250 

.266 

.281 

.297 

.750 

? 

.375 

.406 

.438 

.469 

.500 

.531 

.563 

.594 

1.50 

_3_ 

.563 

.609 

.656 

.703 

.750 

.797 

.844 

.891 

2.25 

1 

.7501   .813 

.875 

.938 

1.00 

1.06 

1.13 

1,19 

3.00 

T5r 

.938   1,02 

1,09 

1.17 

1.25 

1.33 

1.41 

1.48 

3.75 

f 

1.13 

1.22 

1.81 

1.41 

1.50 

1.59 

1.69 

1.78 

4.50 

A 

1.31 

1.42 

1.53 

1.64 

1.75 

1.86 

1.97 

2.08 

5.25 

? 

1.50 

1.63 

1.75 

1.88 

2.00 

2.13 

2.25 

2.38 

6.00 

_9^ 

1.69 

1.83 

1.97 

2.11 

2.25 

2.39 

2.53 

2.67 

6.75 

f 

1.88 

2.03 

2.19 

2.34 

2.50 

2.66 

2.81 

2.97 

7.50 

H 

2.06 

2.23 

2.41 

2.58 

2.75 

2.92 

3.09 

3.27 

8.25 

f°      2.25 

2.44 

2.63 

2.81 

3.00 

3.19 

3.38 

3.56 

9.00 

it     2-44 

2.64 

2.84 

3.05 

3.25 

3.45 

3.66 

3.86 

9.75 

2.63   12.84 

3.06 

3.28 

3.50 

3.72 

3.94 

4.16 

10.50 

if 

2.81    13.05 

3.28 

3.52 

3.75 

3.98 

4.22 

4.45 

11.25 

I1 

3.00   13.25 

3.50 

3.75 

4.00 

4.25 

4.50 

4.75 

12.00 

jj. 

3.19 

3.45 

3.72 

3.98 

4.25 

4.52 

4.78 

5.05 

12.75 

If 

3.38 

3.66 

3.94 

4.22 

4.50 

4.78 

5.06 

5.34 

13.50 

4 

3.56 

3.86 

4.16 

4.45 

4.75 

5.05 

5.34 

5.64 

14.25 

u 

3.75 

4.06 

4.38 

4.69 

5.00 

5.31 

5.63 

5.94 

15.00 

JJL 

3.94 

4.27 

4.59 

4.92 

5.25 

5.58 

5.91 

6.23 

15.75 

1  ^° 

4.13 

4.47 

4.81 

5.16 

5.50 

5.84 

6.19 

6.53 

16.50 

iA 

4.31 

4.67 

5.03 

5.39 

5.75 

6.11 

6.47 

6.83 

17.25 

4.50 

4.88 

5.25 

5.63 

6.00 

6.38 

6.75 

7.13 

18.00 

*A 

4.69 

5.08 

5.47 

5.86 

6.25 

6.64 

7.03 

7.42 

18.75 

if 

4.88 

5.28 

5.69 

6.09 

6.50 

6.91 

7.31 

7.72 

19.50 

5.06 

5.48 

5.91 

6.33 

6.75 

7.17 

7.59 

8.02 

20.25 

if 

5.25 

5.69 

6.13 

6.56 

7.00 

7.44 

7.88 

8.31 

21.00 

lit 

5.44 

5.89 

6.34 

6.80 

7.25 

7.70 

8.16 

8.61 

21.75 

1? 

5.63 

6.09 

6.56 

7.03 

7.50 

7.97 

8.44 

8.91 

22.50 

5.81 

6.30 

6.78 

7.27 

7.75 

8.23 

8.72 

9.20 

23.25 

216 

6.00 

6.50 

7.00 

7.50 

8.00 

8.50 

9.00 

9.50 

24.00 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


AREAS  OF  FLAT  ROLLED  BARS. 

(CONTINUED.) 


Thickness 
in  Inches. 

5" 

5M" 

5W 

5%" 

6" 

6K" 

6K" 

6%" 

12" 

A 

.313 

.328 

.344 

.359 

.375 

.391 

.406 

.422 

.750 

i 

.625 

.656 

.688 

.719 

.750 

.781 

.813 

.844 

1.50 

A 

.938 

.984 

1.03 

1.08 

1.13 

1.17 

1.22 

1.27 

2.25 

i 

1.25 

1.31 

1.38 

1.44 

1.50 

1.56 

1.63 

1.69 

3.00 

A 

1.56 

1.64 

1.72 

1.80 

1.88 

1.95 

2.03 

2.11 

3.75 

I 

1.88 

1.97 

2.06 

2.16 

2.25 

2.34 

2.44 

2.53 

4.50 

JL 

2.19 

2.30 

2.41 

2.52 

2.63 

2.73 

2.84     2.95 

5.25 

I 

2.50 

2.63 

2.75 

2.88 

3.00 

3.13 

3.25 

3.38 

6.00 

T9S 

2.81 

2.95 

3.09 

3.23 

3.38 

3.52 

3.66 

3.80 

6.75 

t 

3.13 

3.28 

3.44 

3.59 

3.75 

3.91 

4.06 

4.22 

7.50 

a 

3.44 

3.61 

3.78 

3.95 

4.13 

4.30 

4.47 

4.64 

8.25 

3.75 

3.94 

4.13 

4.31 

4.50 

4.69 

4.88 

5.06 

9.00 

IS 

4.06 

4.27 

4.47 

4.67 

4.88 

5.08 

5.28 

5.48 

9.75 

4.38 

4.59 

4.81 

5.03 

5.25 

5.47 

5.69 

5.91 

10.50 

H 

4.69 

4.92 

5.16 

5.39 

5.63 

5.86 

6.09 

6.33 

11.25 

i 

5.00 

5.25 

5.50 

5.75 

6.00 

6.25 

6.50 

675 

12.00 

IT\ 

5.31 

5.58 

5.84 

6.11 

6.38 

6.64 

6.91 

7.17 

12.75 

1? 

5.63 

5.91 

6.19 

6.47 

6.75 

7.03 

7.31 

7.59 

13.50 

iA 

5.94 

6.23 

6.53 

6.83 

7.13 

7.42 

7.72 

8.02 

14.25 

u 

6.25 

6.56    6,88 

7=19 

7.50 

7.81 

8.13 

8.44 

15.00 

I 

1& 

6.56 

6.89 

7.22 

7.55 

7.88 

8.20 

8.53 

8.86 

15.75 

1? 

6.88 

7.22 

7.56 

7.91 

8.25 

8.59 

8.94 

9.28 

16.50 

4 

7.19 

7.55 

7.91 

8.27 

8.63 

8.98 

9.34 

9.70 

17.25 

i" 

7.50 

7.88 

8.25 

8.63 

9.00 

9.38 

9.75 

10.13 

18.00 

*& 

7.81 

8.20 

8.59 

8.98 

9.38 

9.77 

10.16 

10.55 

18.75 

if 

8.13 

8.53 

8.94 

9.34 

9.75 

10.16 

10.56 

10.97 

19.50 

IH 

8.44 

8.86 

9.28 

9.70 

10.13 

10.55 

10.97 

11.39 

20.25 

if 

8.75 

9.19 

9.63 

10.06 

10.50 

10.94 

11.38 

11.81 

21.00 

m 

9.06 

9.52 

9.97 

10.42 

10.88 

11.33 

11.78 

12.23 

21.75 

i? 

9.38 

9.84 

10.31 

10.78 

11.25 

11.72 

12.19 

12.66 

22.50 

HI 

9.69  10.17  110.66 

11.14 

11.63 

12.11 

12.59 

13.08 

23.25 

2 

10.00 

10.50 

11.00 

11.50 

12.00 

12.50 

13.00 

13.50 

24.00 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  OP  FLAT  ROLLED  BARS. 

(CONTINUED.) 

'iliickness 
iu  laches. 

7/7 

mn 

7K" 

7&" 

s" 

8M"  8K" 

w 

12" 

A 

.438 

.453 

.469 

.484 

.500 

.516    .531 

.547 

.750 

% 

.875 

.906     .938 

.969 

1.00 

1.03 

1.06 

1.09 

1.50 

JL 

1.31 

1.36 

1.41 

1.45 

1.50 

1.55 

1.59 

1.64 

2.25 

i 

1.75 

1.81 

1.88 

1.94 

2.00 

2.06 

2.13 

2.19 

3.00 

A 

2.19 

2.27 

2.34 

2.42 

2.50 

2.58 

2.66 

2.73 

3.75 

f 

2.63 

2.72 

2.81 

2.91 

3.00 

3.09 

3.19 

3.28 

4.50 

TV 

3.06 

3.17 

3.28 

3.39 

3.50 

3.61 

3.72 

3.83 

5.25 

1 

3.50 

3.63 

3.75 

3.88 

4.00 

4.13 

4.25 

4.38 

G.OO 

T9* 

3.94 

4.08 

4.22 

4.36 

4.50 

4.64 

4.78 

4.92 

6.75 

f 

4.38 

4.53 

4.69 

4.84 

5.00 

5.16 

5.31 

5.47 

7.50 

H 

4.81 

4.98 

5.16 

5.33 

5.50 

5.67 

5.84 

6.02 

8.25 

1 

5.25 

5.44 

5.63 

5.81 

6.00 

6.19 

6.38 

6.56 

9.00 

If 

5.69 

5.89 

6.09 

6.30 

6.50 

6.70 

6.91 

7.11 

9.75 

? 

6.13 

6.34 

6.56 

6.78 

7.00 

7.22 

7.44 

7.66 

10.50 

if 

6.56 

6.80 

7.03 

7.27 

7.50 

7.73 

7.97 

8.20 

11.25 

i 

7.00 

7.25 

7.50 

7.75 

8.00 

8.25 

8.50 

8.75 

12.00 

1A 

7.44 

7.70 

7.97 

8.23 

8.50 

8.77 

9.03 

9.30 

12.75 

H 

7.88 

8.16 

8.44 

8.72 

9.00 

9.28 

9.56 

9.84 

13.50 

i« 

8.31 

8.61 

8.91 

9.20 

9.50 

9.80  jlO.09 

10.39 

14.25 

u 

8.75 

9.06 

9.38 

9.69 

10.00 

10.31 

10.63 

10.94 

15.00 

1A 

9.19 

9.52 

9.84 

10.17 

10.50 

10.83 

11.16 

11.48 

15.75 

if  ' 

9.63 

9.97  10.31 

10.66 

11.00 

11.34  111.69 

12.03 

16.50 

*A 

10.06 

10.42 

10.78  jll.U 

11.50 

11.86  !12.22   12.58 

17.25 

i? 

10.50 

10.88 

11.25 

11.63 

12.00 

12.38 

12.75 

13.13 

18.00 

IA 

10.94 

11.33 

11.72 

12.11 

12.50 

12.89 

13.28 

13.67 

18.75 

H 

11.38 

11.78 

12.19  (12.59 

13.00 

13.41 

13.81  114.22 

19.50 

m 

11.81 

12.23 

12.66  18.08 

13.50 

13.92 

14.34   14.77 

20.25 

if 

12.25 

12.69 

13.13 

13.56 

14.00 

14.44 

14.88 

15.31 

21.00 

Hf 

12.69 

13.14 

13.59 

14.05 

14.50 

14.95 

15.41 

15.86 

21.75 

if 

13.13 

13.59  14.06 

14.53 

15.00 

15.47 

15.94   16.41 

22.50 

Hf 

13.56 

14.05  :  14.53 

15.02 

15.50 

15.98  16.47   16.95 

23.25 

2 

14.00 

14.50  15.00  15.50 

16.00 

16.50 

17.00 

17.50 

24-00 

1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  OF  FLAT  ROLLED  BARS. 

(CONTINUED.) 

Thickness 
in  Inches. 

9" 

8*» 

9K" 

W 

10" 

i 
lO^" 

10*"  iof" 

12" 

~T~ 

.563 

.578 

.594 

.609 

.625 

.641     .656     .672 

.750 

i 

1.13 

1.16 

1.19 

1.22 

1.25 

1.28     1.31 

1.34 

1.50 

3 

1.69 

1.73 

1.78 

1.83 

1.88 

1.92     1.97 

2.02 

2.25 

i 

2.25 

2.31 

2.38 

2.44  1  2.50 

2.56    2.63 

1 

2.69 

3.00 

A 

2.81 

2.89 

2.97 

3.05     3.13 

3.20 

3.28 

3.36 

3.75 

3.38 

3.47 

3.56 

3.66 

3.75 

3.84 

3.94 

4.03 

4.50 

7 

3.94     4.05 

4.16 

4.27 

4.38 

4.48 

4.59 

4.70 

5.25 

¥ 

4.50 

4.63 

4.75 

4.88 

5.00 

5.13     5.25 

5.38 

6.00 

T* 

5.06 

5.20 

5.34 

5.48 

5.63 

5.77 

5.91 

6.05 

6.75 

A 

5.63 

5.78 

5.94 

6.09     6.25 

6.41 

6.56 

6.72 

7.50 

6.19 

6.36 

6.53 

6.70 

6.88 

7.05 

7.22 

7.39 

8.25 

t 

6.75 

6.94 

7.13 

7.31 

7.50 

7.69 

7.88 

8.06 

9.00 

it 

7.31 

7.52 

7.72 

7.92 

8.13 

8.33 

8.53 

8.73 

9.75 

7.88 

8.09 

8.31 

8.53 

8.75 

8.97    9.19 

9.41 

10.50 

15 

8.44 

8.67 

8.91 

9.14 

9.38 

9.61 

9.84 

10.08 

11.25 

^ 

9.00 

9.25 

9.50 

9.75  10.00 

10.25 

10.50 

10.75 

12.00 

ITS 

9.56 

9.83 

10.09 

10.36  10.63  110.89 

11.16 

11.42 

12.75 

1  ¥ 

10.13   10.41 

10.69 

10.97  11.25 

11.53  11.81 

12.09 

13.50 

1A     10.69   10.98   11.28   11.58  11.88 

12.17  j  12.47  J12.77 

14.25 

1  1      11.25 

11.56   11.88   12.19  12.50 

12.81   13.13 

13.44 

15.00 

If5- 

11.81 

12.14 

12.47 

12.80 

13.13 

13.45   13.78 

14.11 

15.75 

If 

12.38   12.72 

13.06 

13.41   13.75 

14.09 

14.44 

14.78 

16.50 

ll 

12.94   13.30 

13.66   14.02   14.38 

14.73 

15.09 

15.45 

17.25 

1? 

13.50  i  13.88 

14.25    14.63   15.00 

15.38   15.75 

16.13 

18.00 

IJL 

14.06 

14.45 

14.84 

15.23 

15.63 

16.02  16.41 

16.80 

18.75 

iY 

14.63 

15.03   15.44   15.84   16.25 

16.66  17.06 

17.47 

19.50 

15.19   15.61    16.03  16.45   16.88 

17.30  17.72 

18.14 

20.25 

H 

15.75 

16.19 

16.63 

17.06  17.50 

17.94  18.38 

18.81 

21.00 

IT! 

16.31 

16.77 

17.22   17.67  18.13 

18.58 

19.03 

19.48 

21.75 

H 

16.88   17.34 

17.81 

18.28  18.75 

19.22  19.69 

20.16 

22.50 

17.44  i  17.92   18.41 

18.89   19.38 

19.86  20.34 

20.83 

23.25 

21 

18.00 

18.50 

19.00 

19.50  20.00  20.50  21.00 

21.50 

24.00 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  OF  FLAT  ROLLED  BARS. 

(CONTINUED.) 

Thickness 
in  Inches. 

11" 

Hi' 

iii"  ii!" 

12" 

12i" 

12$" 

12f" 

IS 

A 

.688;    .703 

.719 

.734 

.750 

.766 

.781 

.797 

IK 

|       1.38 

1.41 

1.44 

1.47 

1.50 

1.53 

1.56 

1.59 

5x 

3^      2  06 

2.11 

2.16 

2.20 

2.25 

2.30 

2.34 

2.39 

O       £Q 

¥ 

2.75 

2.81 

2.88 

2.94 

3.00 

3.08 

3.13 

3.19 

il 

T57 

3.44 

3.52 

3.59 

3.67 

3.75 

3.83 

3.91 

3.98 

rt  X 

1 

4.13 

4.22 

4.31 

4.41 

4.50 

4.59 

4.69 

4.78 

Is 

A 

4.81 

4.92 

5.03 

5.14 

5.25    5.36 

5.47 

5.58 

t 

5.50 

5.63 

5.75 

5.88 

6.00     6.13 

6.25 

6.38 

H 

A 

6.19 

6.33 

6.47 

6.61 

6.75 

6.89 

7.03 

7.17 

1  « 

6.88 

7.03 

7.19 

7.34 

7.50 

7.66 

7.81 

7.97 

co     Sa 

ii 

7.56 

7.73 

7.91 

8.08 

8.25 

8.42 

8.59 

8.77 

ii 

I 

8.25 

8.44 

8.63 

8.81 

9.00 

9.19 

9.38 

9.56 

j§    g 

if 

8.94 

9.14 

9.34 

9.55 

9.75 

9.95 

10.16 

10.36 

il 

9.63 

9.84 

10.06 

10.28 

10.50 

10.72 

10.94 

11.16 

•a  S 

H 

10.31 

10.55 

10.78 

11.02 

11.25 

11.48 

11.72 

11.95 

1  -3 

i 

11.00 

11.25 

11.50 

11.75 

12.00 

12.25 

12.50 

12.75 

1  1 

*A 

11.69 

11.95 

12.22 

12.48 

12.75 

13.02 

13.28 

13.55 

JJ 

1  .|. 

12.38 

12.66 

12.94 

13.22  J13.50 

13.78 

14.06 

14.34 

IF? 

13.06 

13.36 

13.66 

13.95 

14.25 

14.55 

14.84 

15.14 

sK* 

1  £• 

13.75 

14.06 

14.38 

14.69 

15.00 

15.31 

15.63 

15.94 

il? 

Ix 

1^ 

14.44 

14.77 

15.09 

15.42 

15.75 

16.08 

16.41 

16.73 

If 

15.13 

15.47 

15.81 

16.16 

16.50 

16.84 

17.19 

17.53 

43  10 

15.81 

16.17 

16.53  16.89 

17.25 

17.61   17.97  18.33 

H 

16.50  116.88  117.25 

17.63 

18.00 

18.38 

18.75 

19.13 

S  |  8 

t£ 

17.19 

17.58  17.97 

18.36 

18.75 

19.14 

19.53 

19.92 

il- 

1  1 

17.88 

18.28  18.69   19.09  i  19.50 

19.91 

20.31   20.72 

lu. 

18.56 

18.98  19.41   19.83  ;20.25 

20.67  21.09  21.52 

£j  ^  §• 

it 

19.25 

19.69 

20.13 

20.56  21.00 

21.44 

21.88 

22.31 

5|3 

m 

19.94 

20.39 

20.84  '21.30  121.75 

22.20 

22.66 

23.11 

!L-  " 

il 

20.63  121.09  21.56  ,22.03  J22.50  22.97  j23.44  23.91 
21.31  21.80  22.28  122.77  23.25  23.73  '24.22  24.70 

1^1 

^  •** 

2         22.00  22.50 

23.00  ;23.50  24.00 

24.50 

25.00 

25.50 

3  + 

1  Q« 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  OF  FLAT  ROLLED  BARS. 

PER   LINEAL  FOOT. 

For  thicknesses  from  T\  in.  to  2  in.  and  "Widths  from  1  in.  to  12^  in. 

Thickness 
in  inches. 

lx/ 

1X7/ 

1X7/ 

itf" 

8" 

2#" 

2XX/ 

2tf" 

12" 

a 

.838 
.850 

.797 
1.06 

.957 
1.28 

1.11 

1.49 

1.28 
1.70 

1.44 
1.91 

1.59 
2.12 

1.75 
2.34 

7.65 
10.20 

| 

1.06 
1.28 
1.49 
1.70 

1.33 

1.59 
1.86 
2.12 

1.59 
1.92 
2.23 
2.55 

1.86 
2.23 
2.60 
2.98 

2.12 
2.55 
2.98 
3.40 

2.39 

2.87 
3.35 
3.83 

2.65 
3.19 
3.72 
4.25 

2.92 
3.51 
4.09 
4.67 

12.75 
15.30 
17.85 
20.40 

5 

1.92 
2.12 
2.34 
2.55 

2.39 

2.65 
2.92 
3.19 

2.87 
3.19 
3.51 
3.83 

3.35 

3.72 
4.09 
4.47 

3.83 
4.25 
4.67 
5.10 

4.30 

4.78 
5.26 
5.75 

4.78 
5.31 
5.84 
6.38 

5.26 
5.84 
6.43 
7.02 

22.95 
25.50 
28.05 
30.60 

1 
i« 

2.76 
2.98 
3.19 
3.40 

3.45 
3.72 
3.99 
4.25 

4,14 
4.47 
4.78 
5.10 

4.84 
5.20 
5.58 
5.95 

5.53 
5.95 
6.38 
6.80 

6.21 
6.69 
7.18 
7.65 

6.90 

7.44 
7.97 
8.50 

7.60 
8.18 
8.77 
9.35 

33.15 
35.70 
38.25 
40.80 

$ 

$ 

3.61 
3.83 
4.04 
4.25 

4.52 

4.78 
5.05 
5.31 

5.42 
5.74 
6.06 
6.38 

6.32 
6.70 

7.07 
7.44 

7.22 

7.65 
8.08 
8.50 

8.13 
8.61 
9.09 
9.57 

9.03 
9.57 
10.10 
10.63 

9.93 
10.52 
11.11 
11.69 

43.35 
45.90 
48.45 
51.00 

1! 

i>£ 

4.46 

4.67 
4.89 
5.10 

5.58 
5.84 
6.11 
6.38 

6.69 
7.02 
7.34 
7.65 

7.81 
8.18 
8.56 
8.93 

8.93 
9.35 
9.78 
10.20 

10.04 
10.52 
11.00 
11.48 

11.16 

11.69 
12.22 
12.75 

12.27 
12.85 
13.44 
14.03 

53.55 
56.10 
58.65 
61.20 

$ 

IB 

5.32 

5.52 
5.74 
5.95 

6.64 
6.90 
7.17 
7.44 

7.97 
8.29 
8.61 
8.93 

9.30 
9.67 
10.04 
10.42 

10.63 
11.05 
11.47 
11.90 

11.95 
12.43 
12.91 
13.40 

13.28 
13.81 
14.34 
14.88 

14.61 
15.19 
15.78 
16.37 

63.75 
66.30 
68.85 
71.40 

111 
1** 

6.16 
6.38 
6.59 
6.80 

7.70 
7.97 
8.24 
8.50 

9.24 
9.57 
9.88 
10.20 

10.79 
11.15 
11.53 
11.90 

12.33 
12.75 
13.18 
13.60 

13.86 
14.34 
14.83 
15.30 

15.40 
15.94 
16.47 
17.00 

16.95 
17.53 
18.12 
18.70 

73.95 

76.50 
79.05 
81.60 

1  Q1? 

THE    CABNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  OP  FLAT  ROLLED  BARS. 

PER   LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  inches. 

ff 

" 

4#" 

«" 

W 

18" 

»# 

m 

«V4 

$ 

1.91 
2.55 

2.07 
2.76 

2.23 
2.98 

2.39 
3.19 

2.55 
3.40 

2.71 
3.61 

2.87 
3.83 

3.03 
4.04 

7.65 
10.20 

A 
" 

VjT 

3.19 
3.83 
4.46 
5.10 

3.45 

4.15 
4.83 
5.53 

3.72 
4.47 
5.20 
5.95 

3.99 
4.78 
5.58 
6.38 

4.25 
5.10 
5.95 
6.80 

4.52 
5.42 
6.32 
7.22 

4.78 
5.74 
6.70 
7.65 

5.05 
6.06 
7.07 
8.08 

12.75 
15.30 
17.85 
20.40 

fi 

9 

5.74 
6.38 
7.02 
7.65 

6.22 
6.91 
7.60 
8.29 

6.70 
7.44 
8.18 
8.93 

7.17 
7.97 
8.76 
9.57 

7.65 
8.50 
9.35 
10.20 

8.13 
9.03 
9.93 
10.84 

8.61 
9.57 
10.52 
11.48 

9.09 
10.10 
11.11 
12.12 

22.95 

25.50 
28.05 
30.60 

8 
,» 

8.29 
8.93 
9.57 
10.20 

8.98 
9.67 
10.36 
11.05 

9.67 
10.41 
11.16 
11.90 

10.36 
11.16 
11.95 
12.75 

11.05 
11.90 
12.75 
13.60 

11.74 
12.65 
13.55 
14.45 

12.43 
13.39 
14.34 
15.30 

13.12 
14.13 
15.14 
16.15 

33.15 
35.70 
38.25 
40.80 

| 

10.84 
11.48 
12.12 
12.75 

11.74 
12.43 

13.12 
13.81 

12.65 
13.39 
14.13 

14.87 

13.55 
14.34 
15.14 
15.94 

14.45 
15.30 
16.15 
17.00 

15.35 
16.26 
17.16 
18.06 

16.26 
17.22 
18.17 
19.13 

17,16 
18.17 
19.18 
20.19 

43.35 
45.90 
48.45 
51.00 

1 

13.39 
14.03 
14.66 
15.30 

14.50 
15.20 
15.88 
16.58 

15.62 
16.36 
17.10 

17.85 

16.74 
17.53 
18.33 
19.13 

17.85 
18.70 
19.55 
20.40 

18.96 
19.87 
20.77 
21.68 

20.08 
21.04 
21.99 
22.95 

21.20 
22.21 
23.22 
24.23 

53.55 
56.10 
58.65 
61.20 

1 

15.94 
16.58 
17.22 
17.85 

17.27 
17.96 
18.65 
19.34 

18.60 
19.34 
20.08 
20.83 

19.92 
20.72 
21.51 
22.32 

21.25 
22.10 
22.95 
23.80 

22.58 
23.48 
24.38 
25.29. 

23.91 

24.87 
25.82 
26.78 

25.24 
26.25 
27.26 

28.27 

63.75 
66.30 

68.85 
71.40 

P 

18.49 
19.13 
19.77 
20.40 

20.03 
20.72 
21.41 
22.10 

21.57 
22.31 
23.06 
23.80 

23.11 
23.91 
24.70 
25.50 

24.65 
25.50 
26.35 
27.20 

26.19 
27.10 
28.00 
28.90 

27.73 
28.69 
29.64 
30.60 

29.27 
30.28 
31.29 
32.30 

73.95 
76.50 
79.05 
81.60 

198 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTSJ3F  PLAT  ROLLED  BARS. 

PER   LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  inches. 

5" 

w 

&#" 

w 

&>' 

6X/X 

6%x/ 

6^" 

12" 

t 

3.19 
4.25 

3.35 

4,46 

3.51 
4.67 

3.67 

4.89 

3.83 
5.10 

3.99 
5.31 

4.14 
5.53 

4.30 
5.74 

7.65 

10.20 

I 

5.31 
6.38 
7.44 
8.50 

5.58 
6.69 
7.81 
8.93 

5.84 
7.02 
8.18 
9.35 

6.11 
7.34 
8.56 
9.77 

6.38 
7.65 
8.93 
10.20 

6.64 
7.97 
9.29 
10.63 

6.90 
8.29 
9.67 
11.05 

7.17 
8.61 
10.04 
11.48 

12.75 
15.30 
17.85 
20.40 

ft 

i 

9.57 
10.63 
11.69 
12.75 

10.04 
11.1? 
12.27 
13.39 

10.52 
11.69 
12.85 
14.03 

11.00 
12.22 
13.44 
14.67 

11.48 
12.75 
14.03 
15.30 

11.95 
13.28 
14.61 
15.94 

12.43 

13.81 
15.20 
16.58 

12.91 
14.34 
15.78 
17.22 

22.95 
25.50 
28.05 
30.60 

,« 

13.81 
14.87 
15.94 
17.00 

14.50 
15.62 
16.74 
17.85 

15.19 
16,36 
17.53 
18.70 

15.88 
17.10 
18.33 
19.55 

16.58 
17.85 
19.13 
20.40 

17.27 
18.60 
19.92 
21.25 

17.95 
19.34 
20.72 
22.10 

18.65 
20.08 
21.51 
22.95 

33.15 
35.70 

38.25 
40.80 

..i 
» 

18.06 
19.13 
20.19 
21.25 

18.96 
20.08 
21.20 
22.32 

19.87 
21.04 
22.21 
23.38 

20.77 
21.99 
23.22 
24.44 

21.68 
22.95 
24.23 
25.50 

22.58 
23.91 
25.23 
26.56 

23.48 
24.87 
26.24 
27.62 

24.39 
25.82 
27.25 
28.69 

43.35 
45.90 
48.45 
51.00 

ifV 

l^8 

22.32 
23.38 

24.44 
25.50 

23.43 

24.54 
25.66 

26.78 

24.54 
25.71 
26.88 
28.05 

25.66 
26.88 
28.10 
29.33 

26.78 
28.05 
29.33 
30.60 

27.90 
29.22 
30.55 
31.88 

29.01 
30.39 
31.77 
33.15 

30.12 
31.56 
32.99 
34.43 

53.55 
56.10 
58.65 
61.20 

iT9* 
if? 

1 

26.57 
27.63 
28.69 
29.75 

27.89 
29.01 
30.12 
31.24 

29.22 
30.39 
31.55 
32.73 

30.55 
31.77 
32.99 
34.22 

31.88 
33.15 
34.43 
35.70 

33.20 
34.53 
35.86 
37.19 

34.53 
35.91 
37.30 
38.68 

35.86 
37.29 
38.73 
40.17 

63.75 
66.30 
68.85 
71.40 

A 
J« 

30.81 
31.87 
32.94 
34.00 

32.35 
33.47 
34.59 
35.70 

33.89 
35.06 
36.23 
37.40 

35.43 
36.65 
37.88 
39.10 

36.98 
38.25 
39.53 
40.80 

38.52 
39.85 
41.17 
42.50 

40.05 

41.44 
42.82 
44.20 

41.60 
43.03 
44.46 
45.90 

73.95 
76.50 
79.05 
81,60 

199 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  OF  FLAT  ROLLED  BARS- 

PER   LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  inches. 

7" 

w» 

%" 

7#" 

8" 

8X- 

8X" 

8*f- 

12" 

£ 

4.46 
5.95 

4.62 
6.16 

4.78 
6.36 

4.94 
6.58 

5.10 
6.80 

5.26 
7.01 

5.42 
7.22 

5.58 
7.43 

7.65 
10.20 

1 

7.44 
8.93 
10.41 
11.90 

7.70 
9.25 
10.78 
12.32 

7.97 
9.57 
11.16 
12.75 

8.23 
9.88 
11.53 
13.18 

8.50 
10.20 
11.90 
13.60 

8.76 
10.52 
12.27 
14.03 

9.03 
10.84 
12.64 
14.44 

9.29 
11.16 
13.02 
14.87 

12.75 
15.30 

17.85 
20.40 

1 

13.39 
14.87 
16.36 

17.85 

13.86 
15.40 
16.94 
18.49 

14.34 
15.94 
17.53 
19.13 

14.82 
16.47 
18.12 
19.77 

15.30 
17.00 
18.70 
20.40 

15.78 
17.53 
19.28 
21.04 

16.26 
18.06 
19.86 
21.68 

16.74 
18.59 
20.45 
22.32 

22.95 
25.50 
28.05 
30.60 

i« 

19.34 
20.83 
22.32 
23.80 

20.03 
21.57 
23.11 
24.65 

20.72 
22.32 
23.91 
25.50 

21.41 
23.05 
24.70 
26.35 

22.10 
23.80 
25.50 
27.20 

22.79 
24.55 
26.30 
28.05 

23.48 
25.30 
27.10 
28.90 

24.17 
26.04 
27.89 
29.75 

33.15 
35.70 
38.25 
40.80 

|| 

25.29 
26.78 
28.26 
29.75 

26.19 
27.73 
29.27 
30.81 

27.10 
28.68 
30.28 
31.88 

28.00 
29.64 
31.29 
32.94 

28.90 
30.60 
32.30 
34.00 

29.80 
31.56 
33.31 
35.06 

30.70 
32.52 
34.32 
36.12 

31.61 
33.47 
35.33 
37.20 

43.35 
45.90 
48.45 
51.00 

1 

31.23 
32.72 
34.21 
35.70 

32.35 
33.89 
35.44 
36.98 

33.48 
35.06 
36.66 
38.26 

34.59 
36.23 
37.88 
39.53 

35.70 
37.40 
39.10 
40.80 

36.81 
38.57 
40.32 
42.08 

37.93 
39.74 
41.54 
43.35 

39.05 
40.91 
42.77 
44.63 

53.55 
56.10 
58.65 
61.20 

iH 
IH 

37.19 
38.67 
40.16 
41.65 

38.51 
40.05 
41.59 
43.14 

39.84 
41.44 
43.03 
44.63 

41.17 
42.82 
44.47 
46.12 

42.50 
44.20 
45.90 
47.60 

43.83 
45.58 
47.33 
49.09 

45.16 
46.96 
48.76 
50.58 

46.49 
48.34 
50.20 
52,07 

63.75 
66.30 
68.85 
71.40 

IH 

43.14 
44.63 
46.12 
47.60 

44.68 
46.22 
47.76 
49.30 

46.22 

47.82 
49.41 
51.00 

47.76 
49.40 
51.05 
52.70 

49.30 
51.00 
52.70 
54.40 

50.84 
52.60 
54.35 
56.10 

52.38 
54.20 
56.00 
57.80 

53.92 
55.79 
57.64 
59.50 

73.95 
76.50 
79.05 
81.60 

200 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  OP  PLAT  ROLLED  BARS. 

PER  LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  inches. 

9" 

9^" 

9X" 

9^" 

10" 

W 

Wiotf" 

12" 

1l 

5.74 
7.65 

5.90 

7.86 

6.06 
8.08 

6.22 
8.29 

6.38 
8.50 

6.54 
8.71 

6.70 
8.92 

8.86 
9.14 

7.65 
10.20 

ft 
t 

9.56 
11.48 
13.40 
15.30 

9.83 
11.80 
13.76 
15.73 

10.10 
12.12 
14.14 
16.16 

10.36 
12.44 
14.51 
16.58 

10.62 
12.75 
14.88 
17.00 

10.89 
13.07 
15.25 
17.42 

11.16 
13.39 
15.62 
17.85 

11.42 
13.71 
15.99 
18.28 

12.75 
15.30 
17.85 
20.40 

8 

% 

17.22 
19.13 
21.04 
22.96 

17.69 
19.65 
21.62 
23.59 

18.18 
20.19 
22.21 
24.23 

18.65 
20.72 
22.79 
24.86 

19.14 
?1.25 
23.38 
25.50 

19.61 

21.78 
23.96 
26.14 

20.08 
22.32 

24.54 
26.78 

20.56 

22.85 
25.13 

27.42 

22.95 
25.50 
28.05 
30.60 

§ 

ta 

24.86 
26.78 
28.69 
30.60 

25.55 
27.52 
29.49 
31.45 

26.24 
28.26 
30.28 
32.30 

26.94 
29.01 
31.08 
33.15 

27.62 
29.75 
31.88 
34.00 

28.32 
30.50 
32.67 
34.85 

29.00 
31.24 
33.48 
35.70 

29.69 
31.98 
34.28 
36.55 

33.15 
35.70 
38.25 
40.80 

ii 

it 

32.52 
34.43 
36.34 
38.26 

33.41 
35.38 
37.35 
39.31 

34.32 
36.34 
38.36 
40.37 

35.22 

37.29 
39.37 
41.44 

36.12 
38.25 
40.38 
42.50 

37.03 
39.21 
41.39 
43.56 

37.92 
40.17 
42.40 
44.63 

38.83 
41.12 
43.40 
45.69 

43.35 
45.90 
48.45 
51.00 

$ 

$ 

40.16 
42.08 
44.00 
45.90 

41.28 
43.25 
45.22 
47.18 

42.40 
44.41 
46.44 
48.45 

43.52 
45.58 
47.66 
49.73 

44.64 
46.75 
48.88 
51.00 

45.75 
47.92 
50.10 

52.28 

46.86 
49.08 
51.32 
53.55 

47.97 
50.25 
52.54 
54.83 

53.55 
56.10 
58.65 
61.20 

IS 

1 

47.82 
4973 
51.64 
53.56 

49.14 
51.10 
53.07 
55.04 

50.48 
52.49 
54.51 
56.53 

51.80 
53.87 
55.94 
58.01 

53.14 
55.25 
57.38 
59.50 

54.46 
56.63 
58.81 
60.99 

55.78 
58.02 
60.24 
62.48 

57.11 
59.40 
61.68 
63.97 

63.75 
66.30 

68.85 
71.40 

i| 
P 

55.46 
57.38 
59.29 
61.20 

57.00 
58.97 
60.94 
62.90 

58.54 
60.56 
62.58 
64.60 

60.09 
62.16 
64.23 
66.30 

61.62 
63.75 
65.88 
68.00 

63.17 
65.35 
67.52 
69.70 

64.70 
66.94 
69.18 
71.40 

66.24 
68.53 
70.83 
73.10 

73.95 
76.50 
79.05 
81.60 

201 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  OF  FLAT  ROLLED  BARS. 

PER  LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  inches. 

11" 

HX" 

11#" 

H#" 

12" 

i&" 

12X" 

1«" 

|  !M 

T3r 

7.02 

7.17 

7.32 

7.49 

7.65 

7.82 

7.98 

8.13 

'S  X 

X 

9.34 

9.57 

9.78 

10.00 

10.20 

10.42 

10.63 

10.84 

fi 

JL 

11.68 

11.95 

12.22 

12.49 

12.75 

13.01 

13.28 

13.55 

«§ 

H 

14.03 

14.35 

14.68 

14.99 

15.30 

15.62 

15.94 

16.26 

ji  ^ 

2 

16.36 

16.74 

17.12 

17.49 

17.85 

18.23 

18.60 

18.97 

o  .2 

o    o 

X 

18.70 

19.13 

19.55 

19.97 

20.40 

20.82 

21.25 

21.67 

i! 

A 

21.02 

21.51 

22.00 

22.48 

22.95 

23.43 

23.90 

24.39 

i§ 

X 

23.38 

23.91 

24.44 

24.97 

25.50 

26.03 

26.56 

27.09 

M   ^ 

s 

25.70 

26.30 

26.88 

27.47 

28.05 

28.64 

29.22 

29.80 

•S'£ 

28.05 

28.68 

29.33 

29.97 

30.60 

31.25 

31.88 

32.52 

i  J 

03     <o 

11 

30.40 

31.08 

31.76 

32.46 

33.15 

33.83 

34.53 

35.22 

to  o 

p 

32.72 

33.47 

34.21 

34.95 

35.70 

36.44 

37.19 

37.93 

;0  S 

8 

35.06 

35.86 

36.66 

37.46 

38.25 

39.05 

39.84 

40.64 

s  1?> 

i 

37.40 

38.25 

39.10 

39.95 

40.80 

41.65 

42.50 

43.35 

J  J 

1TV 

39.74 

40.64 

41.54 

42.45 

43.35 

44.25 

45.16 

46.06 

ll 

l/^ 

42.08 

43.04 

44.00 

44.94 

45.90 

46.86 

47.82 

48.77 

"o  i" 

lye 

44.42 

45.42 

46.44 

47.45 

48.45 

49.46 

50.46 

51.48 

rt3^ 

IX 

46.76 

47.82 

48.88 

49.94 

51.00 

52.06 

53.12 

54.19 

fl 

ifV 

49.08 

50.20 

51.32 

52.44 

53.55 

54.67 

55.78 

56.90 

rrf    ^ 

iU 

51.42 

52.59 

53.76 

54.93 

56.10 

57.27 

58.44 

59.60 

1  .2 

o«   ,d 

ift 

53.76 

54.99 

58.21 

57.43 

58.65 

59.87 

61.10 

62.32 

If 

ix 

56.10 

57.37 

58.65 

59.93 

61.20 

62.48 

63.75 

65.03 

ffc 

tj 

l-V 

58.42 

59.76 

61.10 

62.43 

63.75 

65.08 

66.40 

67.74 

la- 

1>I 

60.78 

62.16 

63.54 

64.92 

66.30 

67.68 

69.06 

70.44 

O   ^2 

63.10 

64.55 

65.98 

67.42 

68.85 

70.29 

71.72 

73.15 

7!  -*a  5 

iff 

65.45 

66.93 

68.43 

69.92 

71.40 

72.90 

74.38 

75.87 

•s  **  7 

-2  ^-    II 

Ht 

67.80 

69.33 

70.86 

72.41 

73.95 

75.48 

77.03 

78.57 

||i 

1# 

70.12 

71.72 

73.31 

74.90 

76.50 

78.09 

79.69 

81.28 

J  -3  -f- 

HI 

72.46 

74.11 

75.76 

77.41 

79.05 

80.70 

82.34 

83.99 

**  M  =3 

2         74.80 

76.50 

78.20 

79.90 

81.60 

83.30 

85.00 

86.70 

202 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHTS  AND  AREAS  OF  SQUARE  AND 

ROUND  BARS  AND  CIRCUMFER- 

ENCES OF    ROUND  BARS. 

One  cubic  foot  weighing  490  Ibs. 

Thickness 

Weight  of 

Weight  of 

Area  of 

Area  of 

Circumference 

or  Diameter 

ED  Bar 

O  Bar 

CD  Bar 

O  Bar 

of  O  Bar 

in  Inches. 

One  Foot  long. 

One  Foot  long. 

in  sc[.  inches. 

in  sq.  inches. 

in  inches. 

0 

.013 

.010 

.O039 

.0031 

.1963 

.053 

.042 

.O156 

.0123 

.3927 

.119 

.094 

.O352 

.0276 

.5890 

1 

.212 

.167 

.O625 

.0491 

.7854 

JL 

.333 

.261 

.O977 

.0767 

.9817 

3 

.478 

.375 

.1406 

.1104 

1.1781 

A 

.651 

.511 

.1914 

.1503 

1.3744 

i 

.850 

.667 

.2500 

.1963 

1.5708 

9^ 

1.076 

.845 

.3164 

.2485 

1.7671 

|^ 

1,328 

1.043 

.3906 

.3068 

1.9635 

TF 

1608 

1.262 

.4727 

.3712 

2.1598 

1 

1.913 

1.502 

.5625 

.4418 

2.3562 

it 

2.245 

1.763 

.6602 

.5185 

2.5525 

1 

2.603 

2.044 

.7656 

.6013 

2.7489 

if 

2.989 

2.347 

.8789 

.6903 

2.9452 

1 

3.400 

2.670 

1.0000 

.7854 

3.1416 

A 

3.838 

3.014 

1.1289 

.8866 

3.3379 

4.303 

3.379 

1.2656 

.9940 

3.5343 

A 

4.795 

3.766 

1.4102 

1.1075 

3.7306 

i 

5.312 

4.173 

1.5625 

1.2272 

3.9270 

JL. 

5.857 

4.600 

1.7227 

1.3530 

4.1233 

|. 

6.428 

5.049 

1.8906 

1.4849 

4.3197 

& 

7.026 

5.518 

2.0664 

1.6230 

4.5160 

\ 

7.650 

6.008 

2.2500 

1.7671 

4.7124 

A 

8.301 

6.520 

2.4414 

1.9175 

4.9087 

f 

8.978 

7.051 

2.6406 

2.0739 

5.1051 

H 

9.682 

7.604 

2.8477 

2.2365 

5.3014 

I         10.41 

8.178 

3.0625 

2.4053 

5.4978 

it 

11.17 

8.773 

3.2852 

2.5802 

5.6941 

i 

11.95 

9.388 

3.5156 

2.7612 

5.8905 

B 

12.76 

10.02 

3.7539      2.9483 

6.0868 

Q/-JO 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SQUARE  AND  ROUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diameter 
in  Inches. 

Weight  of 
QBar 
One  Foot  long. 

Weight  of 
O  Bar 
One  Foot  long. 

Area  of 
.  C]Bar 
in  s<i.  inches. 

Area  of 
O  Bar 
in  sq.  inches. 

Circumference 
of  O  Bar 
in  inches. 

2 

13.60 
14.46 
15.35 
16.27 

10.68 
11.36 
12.06 
12.78 

4.0000 
4.2539 
4.5156 
4.7852 

3.1416 
3.3410 
3.5466 
3.7583 

6.2832 
6.4795 
6.6759 
6.8722 

! 

17.22 
18-19 
19-18 
20.20 

13.52 
14.28 
15.07 
16.86 

5.0625 
5.3477 
5.6406 
5.9414 

3.9761 
4.2000 
4.4301 
4.6664 

7.0686 
7.2649 
7.4613 
7.6576 

ft 

21.25 
22.33 
23.43 
24.56 

16.69 
17.53 
18.40 
19.29 

6.2500 
6.5664 
6.8906 
7.2227 

4.9087 
5.1572 
5.4119 
5.6727 

7.8540 
8.0503 
8.2467 
8.4430 

f 

If 

25 

26.90 
28.10 
29.34 

20.20 
21.12 
22.O7 
23.04 

7.5625 
7.9102 
8.2656 
8.6289 

5.9396 
6.2126 
6.4918 
6.7771 

8.6394 
8.8357 
9.0321 
9.2284 

3 

TV 

A 

3060 
31.89 
33.20 
34.55 

24.03 
25.04 
26.08 
27.13 

9.0000 
9.3789 
9.7656 
10.160 

7.0686 
7.3662 
7.6699 
7.9798 

9.4248 
9.6211 
9.8175 
10.014 

! 

35.92 
37.31 
3873 
40.18 

28.20 
29.3O 
30.42 
31.56 

10.563 
10.973 
11.391 
11.816 

8.2958 
8.6179 
8.9462 
9.2806 

10.210 
10.407 
10.603 
10.799 

ft 

41.65 
43.14 
44.68 
46.24 

32.71 
33.90 
35.09 
36.31 

12.250 
12.691 
13.141 
13.598 

9.6211 
9.9678 
10.321 
10.680 

10.996 
11.192 
11.388 
11.585 

f 

H 

47.82 
49.42 
51.05 
52.71 

37.56 
38.81 
40.10 
41.40 

14.063 
14.535 
15.016 
15.504 

11.O45 
11.416 
11.793 
12.177 

11.781 
11.977 
12.174 
12.370 

2O4 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SQUARE  AND  ROUND  BARS. 

(CONTINUED.) 

Thickness 

Weight  of 

Weight  of 

Area  of 

Area  of 

Circumference 

or  Diamete 

QBar 

O  Bar 

[jBar 

O  Bar 

of  O  Bar 

In  Inches. 

One  Foot  long. 

One  Foot  long. 

in  sq.  inches. 

in  sq.  inches. 

in  inches. 

4 

54.40 

42.73 

16.000 

12.566 

12.566 

~L 

56.11 

44.07 

16.504 

12.962 

12.763 

l 

57.85 

45.44 

17.016 

13.364 

12.959 

A 

59.62 

46.83 

17.535 

13.772 

13.155 

i 

61.41 

48.24 

18.063 

14.186 

13.352 

^ 

63.23 

49.66 

18.598 

14.607 

13.548 

1 

65.08 

51.11 

19.141 

15.033 

13.744 

•j^- 

66.95 

52.58 

19.691 

15.466 

13.941 

i 

68.85 

54.07 

20.250 

15.904 

14.137 

A 

70.78 

55.59 

20.816 

16.349 

14.334 

f 

72.73 

57.12 

21.391 

16.800 

14.530 

H 

74.70 

58.67 

21.973 

17.257 

14.728 

1 

76.71 

60.25 

22.563 

17.721 

14.923 

it 

78.74 

61.84 

23.160 

18.190 

15.119 

1 

80.81 

63.46 

23.766 

18.665 

15.315 

it 

82.89 

65.10 

24.379 

19.147 

15.512 

5 

85.00 

66.76 

25.000 

19.635 

15.708 

rV 

87.14 

68.44 

25.629 

20.129 

15.904 

i 

89.30 

70.14 

26.266 

20.629 

16.101 

A 

91.49 

71.86 

26.910 

21.135 

16.297 

i 

93.72 

73.60 

27.563 

21.648 

16.493 

A 

95.96 

75.37 

28.223 

22.166 

16.690 

f 

98.23 

77.15 

28.891 

22.691 

16.886 

A 

100.5 

78.95 

29.566 

23.221 

17.082 

^ 

102.8 

80.77 

30.250 

23.758 

17.279 

A 

105.2 

82.62 

30.941 

24.301 

17.475 

f 

107.6 

84.49 

31.641 

24.850 

17.671 

ft 

110.0 

86.38 

32.348 

25.406 

17.868 

t 

112.4 

88.29 

33.063 

25.967 

18.064 

if 

114.9 

90.22 

33.785 

26.535 

18.261 

1 

117.4 

92.17 

34.516 

27.109 

18.457 

if 

—  

119.9 

94.14 

35.254 

27.688 

18.653 

205 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SQUARE  AND  ROUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diameter 
in  Inches. 

Weight  of 
QBar 
One  Foot  long. 

Weight  of 
O  Bar 

One  Foot  long. 

Am  of 
in  s^  inches. 

Area  of 
O  Bar 
in  sq.  inches. 

Circumference 

of  O  Bar 

in  inches. 

6 

122.4 
125.0 
127.6 
130.2 

96.14 
98.14 
100.2 
102.2 

36.000 
36.754 
37.516 
38.285 

28.274 
28.866 
29.465 
30.069 

18.850 
19.046 
19.242 
19.439 

•& 

132.8 
135.5 
138.2 
140.9 

104.3 
106.4 
108.5 
110.7 

39.063 
39.848 
4O.641 
41.441 

30.680 
31.296 
31.919 
32.548 

19.635 
19.831 
20.028 
20.224 

T9^ 

143.6 
146.5 
149.2 
152.1 

112.8 
114.9 
117.2 
119.4 

42.250 
43.066 
43.891 
44.723 

33.183 
33.824 
34.472 
35.125 

20.420 
20.617 
20.813 
21.009 

1 

154.9 
157.8 
160.8 
163.6 

121.7 
123.9 
126.2 
128.5 

45.563 
46.410 
47.266 
48.129 

35.785 
36.450 
37.122 
37.800 

21.206 
21.402 
21.598 
21.795 

7 

i 

166.6 
169.6 
172.6 
175.6 

130.9 
133.2 
135.6 
137.9 

49.000 
49.879 
50.766 
51.660 

38.485 
39.175 
39.871 
40.574 

21.991 
22.187 
22.384 
22.580 

A 

178.7 
181.8 
184.9 
188.1 

140.4 
142.8 
145.3 
147.7 

52.563 
53.473 
54.391 
55.316 

41.282 
41.997 
42.718 
43.445 

22.777 
22.973 
23.169 
23.366 

I 

191.3 
194.4 
197.7 
200.9 

150.2 
152.7 
155.2 
157.8 

56.250 
57.191 
58.141 
59.098 

44.179 
44.918 
45.664 
46.415 

23.562 
23.758 
23.955 
24.151 

f 

204.2 
207.6 
210.8 
214.2 

160.3 
163.0 
165.6 
168.2 

60.063 
61.035 
62.016 
63.004 

47.173 
47.937 
48.707 
49.483 

24.347 
24.544 
24.740 
24.936 

206 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SQUARE  AND  BOUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diameter 
in  Inches. 

Weight  of 

n^ar 
One  Foot  long. 

Weight  of 
O  Bar 
One  Foot  long. 

Area  of 
QBar 
in  s<i.  inches. 

Area  of 
O  Bar 
in  sq.  inches. 

Circumference 
of  O  Bar 
in  inches. 

8 

217.6 
221.0 
224.5 
228.0 

171.0 
173.6 
176.3 
179.0 

64.000 
65.004 
66.016 
67.035 

50.265 
51.054 
51.849 
52.649 

25.133 
25.329 
25.525 
25.722 

i 

231.4 
234.9 
238.5 
242.0 

181.8 
184.5 
187.3 
190.1 

68.063 
69.098 
70.141 
71.191 

53.456 
54.269 
55.088 
55.914 

25.918 
26.114 
26.311 
26.507 

I 

245.6 
249.3 
252.9 
256.6 

193.0 
195.7 
198.7 
201.6 

72.250 
73.316 
74.391 
75.473 

56.745 
57.583 
58.426 
59.276 

26.704 
26.900 
27.096 
27.293 

if 

260.3 
264.1 
267.9 
271.6 

2044 
207.4 
210.3 
213.3 

76.563 
77.660 
78.766 
79.879 

60.132 
60.994 
61.862 
62.737 

27.489 
27.685 
27.882 
28.078 

9 

275.4 
279.3 
283.2 
287.0 

216.3 
219.3 
222.4 
225.4 

81.000 
82.129 
83.266 
84.410 

63.617 
64.504 
65.397 
66.296 

28.274 
28.471 
28.667 
28.863 

i 

290.9 
294.9 
298.9 
302.8 

228.5 
231.5 
234.7 
237.9 

85.563 
86.723 
87.891 
89.066 

67.201 
68.112 
69.029 
69.953 

29.060 
29.256 
29.452 
29.649 

| 

306.8 
310.9 
315.0 
319.1 

241.0 

244.2 
247.4 
250.6 

90.250 
91.441 
92.641 
93.848 

70.882 
71.818 
72.760 
73.708 

29.845 
30.041 
30.238 
30.434 

H 

323.2 

327.4 
331.6 
335.8 

253.9 
257.1 
260.4 
263.7 

95.063 
96.285 
97.516 
98.754 

74.662 
75.622 
76.589 
77.561 

30.631 
30.827 
31.023 
31.220 

2O7                                                               1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SQUARE  AND  BOUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diameter 
in  Inches. 

Weight  of 
QBar 
One  Foot  long. 

Weight  of 

O  Bar 

One  Foot  long. 

Area  of 
QBar 
in  s^.  inches. 

Area  of 
O   Bar 
in  sq.  inches. 

Circumference 
of  O  Bar 
in  inches. 

10 

I 

340.0 
344.3 
348.5 
352.9 

267.0 
270.4 
273.8 
277.1 

100.00 
101.25 
102.52 
103.79 

78.540 
79.525 
80.516 
81.513 

31.416 
31.612 
31.809 
32.005 

I 

nf 

357.2 
361.6 
366.0 
370.4 

280.6 
2840 
287.4 
290.9 

105.06 
106.35 
107.64 
108.94 

82.516 
83.525 
84.541 
85.562 

32.201 
32.398 
32.594 
32.790 

H 

374.9 
379.4 
383.8 
388.3 

294.4 
297.9 
301.4 
305.0 

110.25 
111.57 
112.89 
114.22 

86.590 
87.624 
88.664 
89.710 

32.987 
33.183 
33.379 
33.576 

| 

ft 

392.9 
397.5 
402.1 
406.8 

308.6 
312.2 
315.8 
319.5 

115.56 
116.91 
118.27 
119.63 

90.763 
91.821 
92.886 
93.956 

33.772 
33.968 
34.165 
34.361 

11 

1 

411.4 
416.1 
420.9 
425.5 

323.1 
326.8 
330.5 
334.3 

121.00 
122.38 
123.77 
125.16 

95.033 
96.116 
97.205 
98.301 

34.558 
34.754 
34.95O 
35.147 

! 

n 

430.3 
435.1 
439.9 
444.8 

337.9 
341.7 
345.5 
349.4 

126.56 
127.97 
129.39 
130.82 

99.402 
100.51 
101.62 
102.74 

35.343 
35.539 
35.736 
35.932 

H 

449.6 
454.5 
459.5 
464.4 

353.1 
357.O 
360.9 
364.8 

132.25 
133.69 
135.14 
136.60 

103.87 
105.00 
106.14 
107.28 

36.128 
36.325 
36.521 
36.717 

! 

469.4 
474.4 
479.5 
484.5 

368.6 
372.6 
376.6 
380.6 

138.06 
139.54 
141.02 
142.50 

108.43 
109.59 
11O.75 
111.92 

36.914 
37.110 
37.306 
37.503 

2O8 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHT  OF  RIVETS,  and  ROUND  HEADEE 
BOLTS  WITHOUT  NUTS,  PER  100. 

Length  from  under  head.           One  cubic  foot  weighing  480  Ibs. 

Length. 
Inches. 

X" 

Dia. 

£' 

Dia. 

Dia. 

Ma" 

I" 
Dia. 

Dia. 

Dia. 

24 

5.4 
6.2 
6.9 

7.7 

12.6 
13.9 
15.3 
16.6 

21.5 
23.7 
25.8 
27.9 

28.7 
31.8 
34.9 
37.9 

43.1 
47.3 
51.4 
55.6 

65.3  !    91.5 
70.7  !    98.4 
76.2     105. 
81.6     112. 

123. 
133. 
142. 
150. 

34 

8.5 
9.2 
10.0 
10.8 

18.0 
19.4 
20.7 
22.1 

30.0 
32.2 
34.3 
36.4 

41.0 
44.1 
47.1 
50.2 

59.8 
63.0 
68.1 
72.3 

87.1 
92.5 
98.0 
103. 

119. 
126. 
133. 
140. 

159. 
167. 
176. 
184. 

3% 

11.5 
12.3 
13.1 
13.8 

23.5 

24.8 
26.2 
27.5 

38.6 
40.7 
42.8 
45.0 

53.3 
56.4 
59.4 
62.5 

76.5 
80.7 
84.8 
89.0 

109. 

114. 
120. 
125. 

147. 
154. 
161. 
167. 

193. 
201. 
210. 
218. 

54 

14.6 
15.4 
16.2 
16.9 

28.9 
30.3 
31.6 
33.0 

47.1 
49.2 
51.4 
53.5 

65.6 
68.6 
71.7 
74.8 

93.2 
97.4 
102. 
106. 

131. 
136. 
142. 
147. 

174. 
181. 
188. 
195. 

227. 
236. 
244. 
253. 

§* 

17.7 
18.4 
19.2 
20.0 

34.4 
35.7 
37.1 
38.5 

55.6 
57.7 
59.9 
62.0 

77.8 
80.9 
84.0 
87.0 

110. 

114. 
118. 
122. 

153. 
158. 
163. 
169. 

202. 
209. 
216. 
223. 

261. 

270. 
278. 
287. 

7  2 
8  2 

21.5 
23.0 
24.6 
26.1 

41.2 
43.9 
46.6 
49.4 

66.3 
70.5 
74.8 
79.0 

93.2 
99.3 
106. 
112. 

131. 
139. 
147. 
156. 

180. 
191. 
202. 
213. 

236. 
250. 
264. 
278. 

304. 
321. 
338, 
355. 

9  2 

10  2 

27.6 
29.2 
30.7 
32.2 

52.1 
54.8 
57.6 
60.3 

83.3 
87.6 
91.8 
96.1 

118. 
124. 
130. 
136. 

164. 
173. 
181. 
189. 

223. 
234. 
245. 
256. 

292. 
306. 
319. 
333. 

372. 
389. 
406. 
423. 

f 

12  2 

33.8 
35.3 
36.8 
38.4 

63.0 
65.7 
68.5 
71.2 

101. 
105. 
109. 
113. 

142. 
148. 
155. 
161. 

198. 
206. 
214. 
223. 

267. 
278. 
289. 
300. 

347, 
361. 
375. 
388. 

440. 
457. 
474. 
491. 

Heads. 

1.8 

5.7 

10.9 

13.4 

22.2 

38.0 

57.0 

82.0 

209 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


WEIGHT   OF    100   BOLTS   WITH   SQUARE 
HEADS  AND  NUTS. 


DIAMETER  OP  BOLTS. 


head 
to  point. 


Per  inch     j  4 
additiona 


Ibs. 
4.0 
4.4 
4.8 
5.2 
5.5 
5.8 
6.3 
7.0 
7.8 
8.5 
9.3 
10.0 
10.8 


Ibs. 
7.0 
7.5 
8.0 
8.5 
9.0 
9.5 
10.0 
11.0 
12.0 
13.0 
14.0 
15.0 
16.0 


2.1 


fin. 


Ibs. 
10.5 
11.3 
12.0 
12.8 
13.5 
14.3 
15.0 
16.5 
18.0 
19.5 
21.0 
22.5 
24.0 
25.5 
27.0 
28.5 
30.0 


3.1 


15.2 
16.3 
17.4 
18.5 
19.6 
20.7 
21.8 
24.0 
26.2 
28.4 
30.6 
82.8 
35.0 
37.2 
39.4 
41.6 
43.8 
46.0 
48.2 
50.4 
52.6 


4.2 


Mn. 


Ibs. 
22.5 
23.8 
25.2 
26.5 
27.8 
29.1 
30.5 
33.1 
35.8 
38.4 
41.1 
43.7 
46.4 
49.0 
51.7 
54.3 
59.6 
64.9 
70.2 
75.5 
80.8 
86.1 
91.4 
96.7 
102.0 
107.3 
112.6 
117.9 
123.2 


5.5 


m. 


Ibs. 
39.5 
41.6 
43.8 
45.8 
48.0 
50.1 
52.3 
56.5 
60.8 
65.0 
69.3 
73.5 
77.8 
82.0 
86.3 
90.5 
94.8 
103.3 
111.8 
120.3 
128.8 
137.3 
145.8 
154.3 
162.8 
171.0 
179.5 
188.0 
206.5 


8.5 


•in. 


Ibs. 
63.0 
66  0 
69.0 
72.0 
75.0 
78.0 
81.0 
87.0 
93.1 
99.1 
105.2 
111  3 
117.3 
123.4 
129.4 
135.0 
141.5 
153.6 
165.7 
177.8 
189.9 
202.0 
214.1 
226.2 
238.3 
2.50.4 
262.6 
274.7 
286.8 


12.3 


tin. 


1U9.0 
113.3 
117.5 
J21.8 
126.0 
134.3 
142.5 
151.0 
159.6 
168.0 
176.6 
185.0 
193.7 
202.0 
210.7 
227.8 
224.8 
261.9 
278.9 
296.0 
813.0 
330.1 
347.1 
364.2 
381.2 
893.3 
415.3 


16.7 


1  in. 


Ibs. 


163 
169 
174 
180 
185 
196 
207 
218 
229 
240 
251 
262 
273 
281 
295 
317 
339 
360 
382 
404 
426 
448 
470 
492 
514 
536 
558 


21.8 


WEIGHTS  OF  NUTS  AND  BOLT-HEADS,  IN 
POUNDS. 

For  Calculating  the  Weight  of  Longer  Bolts. 


Diameter  of  Bolt  in  Inches. 


Weight  of  Hexagon  Nut 
and  Head  

Weight  of  Square  Nut  and 
Head  


.017 
.021 


.057 


.128 
.164 


.267 
.320 


.73 


Diameter  of  Bolt  in  Inches. 


Weight    of  Hexagon    Nut 

and  Head 

"Weight  of  Square  Nut  and 


Head  .. 


1.10 
1.31 


2.14 
2.56 


3.78 
4.42 


5.6 
7.0 


8.75 
10.5 


28.8 
36.4 


21O 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

SIZES  AND   WEIGHTS   OF  HOT  PRESSED 
SQUARE  NUTS. 

rhe  sizes  an  th«  usual  manufacturers',  not  the  Franklin  Institute  Standard.    Both  weights  and 
«izes  are  for  the  unfinished  Nut.    The  weights  are  calculated,  one  cubic  foot  weighing  480  Ibs. 

Size  of     ;  Weight  of   i     Rough 
Bolt.          100  Nuts          Hole. 

Thickness 
of  Nut. 

Side  of 
Square. 

Diagonal. 

No.  of  Nuts  in 
100  Ibs. 

6800 
3480 
2050 

1 

2^9 
4.9 

A 

H 

I 

1 

.71 
.88 
1.06 

X 

7.7 
8.6 
11.8 

i 

X 

1   8 

1.24 
1.24 
1.41 

1290 
1170 
850 

| 

16.7 
17.7 
22.8 

1 

1 

1 

1.59 
1.59 
1.77 

600 
570 
440 

% 

32.3 
39.8 
53. 
63. 

ft 
ft 

If 
If 

1 

i| 

1.94 
2.12 
2.30 
2.47 

310 
251 
19O 
159 

1 

68. 
94. 
103. 
137. 

1 

1 
1 

2  4 
2 

2.47 
2.83 
2.83 
3.18 

146 
106 
97 
73 

IH 

145. 
186. 
247. 

it 

ii 

2>| 

2^ 

3.18 
3.54 
3.89 

69 
54 
41 

1% 

319. 
400. 
500. 
62G. 

if 

ip 

3 

3^ 

4.24 
4.60 
4.95 
5.30 

31.3 

24.8 
19.9 
16.2 

2 

2% 

2% 

2y 

750. 
780. 
930. 

960. 
1130. 
1370. 

2  ° 

2 

4 
4 

4J/ 

5.66 
5.66 
6.01 

6.01 
6.36 
6.72 

13.4 
12.8 
10.7 

10.4 
8.9 
7.3 

3 

1610. 
2110. 
2750. 

3Jl 

3 

5 

5>^ 
6 

7.07 
7.78 
8.49 

6.2 
4.7 
3.6 

211 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

SIZES   AND  WEIGHTS   OF  HOT   PRESSED 
HEXAGON  NUTS. 

The  sizes  are  the  usual  manufacturers',  not  the  Franklin  Institute  Standard.    Both  weights  and 
sizes  are  for  the  unfinished  Nut.    The  weights  are  calculated,  one  cubic  foot  weighing  480  Ibs. 

Size  of       Weight  of 
Bolt.      |   100  Mute. 

Rough 
Hole. 

Thickness 
of  Hut. 

Short 
Diameter. 

Long 
Diameter. 

No.  of  Nuts  in 
100  Ibs. 

I 

T* 

1.3 
2.4 
4.1 
6.8 

1 

II 

¥ 

1 

.58 
.72 
.87 
1.01 

8000 
4170 
2410 
1460 

A 

7.1 
9.8 
14.0 

s 

1 

1   * 

1.01 
1.15 
1.30 

1410 
1020 
710 

I 

14.7 
19.1 
22.9 

1 

I 

| 

1.30 
1.44 
1.44 

680 
520 
440 

I 

7/ 

0 

/3 

27.2 
39. 
44. 
50. 

it 

I 

1 

1.59 
1.73 
1.88 
1.88 

370 
256 
226 
198 

1 
1 

57. 
64. 
96. 

1 

1 

ll 

2.02 
2.02 
2.31 

176 
156 
104 

}| 

134. 
180. 
235. 

8 

l| 

|f 

2.60 
2.89 
3.18 

75 
56 
42 

jP 

300. 
370. 
460. 

H 

¥ 

3 

3.46 
3.75 
4.04 

33.4 
26.7 
21.5 

2 

450. 
560. 
560. 

¥ 

2 

3^ 

4.04 
4.33 
4.33 

22.4 
18.0 
17.7 

in 

680. 
810. 
980. 

li* 

1 

4 

4.62 
4.91 
5.20 

14.7 
12.3 
10.2 

3 

1150. 
1340. 
1580. 

2H 

3 

5  4 

5.48 
5.77 
6.06 

8.7 
7.5 
6.3 

212 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 

UPSET    SCREW    ENDS    FOR    ROUND    AND 

SQUARE  BARS. 

Dia.  of 

ROUND    BARS. 

SQUARE    BARS. 

Round  or 
Side  of 
cquare 
Bar. 
Inches. 

Dia.  of 
Upset 
Screw 
End. 
Inches. 

Dia.  of 
Screw  at 
Root  of 
Thread. 
Inches. 

Threads 
per  Inch. 
No. 

Excess  of 

Effective 
Area  of 
Screw  End 
over  Bar. 
Per  Cent. 

Dia.  of 

Upset 
Screw 
End. 
Inches. 

Dia.  of 

Screw  at 
Root  of 
Thread. 
Inches. 

Threads 
per  Inch. 
No. 

Excess  of 
Effective 
Area  of 
Screw  End 
over  Bar. 
Per  Cent 

K 

K 

.620 

10 

54 

H 

.620 

10 

21 

T9* 

% 

.620 

10 

21 

.731 

9 

33 

% 

% 

.731 

9 

37 

1 

.837 

8 

41 

n 

i 

.837 

8 

48 

1 

.837 

8 

17 

X 

i 

.837 

8 

25 

\\/ 

.940 

7 

23 

H 

IK 

.940 

7 

34 

m 

1.065 

7 

35 

% 

11^ 

1.065 

7 

48 

\% 

1.160 

6 

38 

M 

i/2 

1.065 

7 

29 

1% 

1.160 

6 

20 

1 

\y 

1.160 

6 

35 

IK 

1.284 

6 

29 

\% 

1.160 

6 

19 

IX 

1.389 

5^2 

34 

IK 

\% 

1.284 

6 

30 

IK 

1.389 

Qyn 

20 

ify 

IK 

1.284 

6 

17 

1.490 

5 

24 

\\y 

i^ 

1.389 

5K 

23 

\y 

1.615 

6 

31 

ITS 

ij| 

1.490 

5  2 

29 

\% 

1.615 

5 

19 

\y 

IK 

1.490 

5 

18 

2 

1.712 

4K 

22 

ITS 

IK 

1.615 

5 

26 

2K 

1.837 

4K 

28 

IK 

2 

1.712 

4K 

30 

2K 

1.837 

41^ 

18 

IT\ 

2 

1.712 

4K 

20 

2M 

1.962 

4K 

24 

|Sg 

8K 

1.837 

4K 

28 

2% 

2.087 

4K 

30 

iff 

2K 

1.837 

4K 

18 

2.087 

4K 

20 

w 

2^ 

1.962 

4K 

26 

2K 

2.175 

4 

21 

iff 

2K 

1.962 

4K 

17 

2% 

2.300 

4 

25 

IV 

2% 

2.087 

4  1/ 

24 

%5/ 

2.300 

4 

18 

Hf 

2K 

2.175 

4X 

26 

2K 

2.425 

4 

23 

2 

2K 

2.175 

4 

18 

g?/ 

2.550 

4 

28 

2.300 

4 

24 

2% 

2.550 

4 

20 

^78 

»«4 

9.300 

4 

17 

3 

2.629 

3K 

20 

2TV 

2% 

2.426 

23 

2.754 

3K 

24 

i 

213 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

UPSET   SCREW   ENDS. 

(CONTINUED.) 

Dia.  of 

ROUND    BARS. 

SQUARE    BARS. 

Round  or 
Side  of 
Square 
Bar. 
Inches. 

Dia.  of 
Upset 
Screw 
End. 
Inches. 

Dia.  of 

Screw  at 
Root  of 
Thread. 
Inches. 

Threads 
per  Inch. 
No. 

Excess  of 
Effective 
Area  of 
•  Screw  End 
\  over  Bar. 
\  Per  Cent. 

Dia.  of 
Upset 
Screw 
End. 
Inches. 

Dia.  of 
Screw  at 
Root  of 
Thread. 
Inches. 

Threads 
per  Inch. 
No. 

Excess  of 
Effective 
Area  of 
Screw  End 
over  Bar. 
Per  Cent. 

"^T 

2% 

2.550 

4 

28 

3M 

2.754 

3^ 

18 

2T\ 

2% 

2.550 

4 

22 

3)4 

2.879 

%% 

22 

2% 

3 

2.629 

3/£ 

23 

3^ 

3.004 

3/4 

26 

%% 

2.754 

3>£ 

28 

3.004 

3/1 

19 

jL/ 

31^ 

2.754 

3K 

21 

33^ 

3.100 

3i/ 

21 

2T9g- 

334 

2.879 

3j^ 

26 

3% 

3.225 

m 

24 

2% 

3ix 

2.879 

3^ 

20 

3^ 

3.225 

31^ 

19 

2yi 

3% 

3.004 

25 

3.317 

3 

20 

2% 

8& 

3.004 

3K 

19 

8% 

3.442 

3 

23 

2yf 

3.100 

3>| 

22 

3.442 

3 

18 

%y 

3% 

3.225 

V/A, 

26 

4 

3.567 

3 

21 

2i! 

3^ 

3.225 

3K 

21 

*bi 

3.692 

3 

24 

3 

33/ 

3.317 

3 

22 

41^ 

3.692 

3 

19 

% 

3% 

3.442 

3 

21 

4% 

3.923 

2% 

24 

31^ 

4 

3.567 

3 

20 

41^ 

4.028 

2% 

21 

3% 

4M 

3.692 

3 

20 

4%     4.153 

19 

S1^ 

41^ 

3.798 

2% 

18 

3% 

4/2 

4.028 

23 

$y 

4% 

4.153 

2% 

23 

3% 

4K 

4.255 

m 

21 

REMARKS.  —  As  upsetting  reduces  the  strength,  bars  having  the  same 

diameter  at  root  of  thread  as  that  of  the  bar,  invariably   break    in  the 

screw  end,  when  tested  to  destruction,  without  developing  the  full  strength 

of  the  bar.       It  is  therefore  necessary  to  make  up  for  this  loss  in  strength 

by  an  excess  of  metal  in  the  upset  screw  ends  over  that  in  the  bar. 

The  above  table  is  the  result  of  numerous  tests  on  finished  bars  made 

by  The  Carnegie  Steel  Company,  Limited,  and  gives  proportions  that  will 

cause    the    bar  to  break  in  the  body    m    preference    to    the    upset    end. 

The  screw  threads  in  above  table  are  the  Franklin  Institute  standard. 

To  make  one  upset  end  for  5"  length  of  thread  allow  6"   length   of 

rod  additional. 

214 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

STANDARD  SCREW  THREADS,  NUTS  AND 
BOLT  HEADS.—  Recommended  by  the  Franklin  Institute. 

SCREW   THREADS. 

Nuts  and  Bolt  Heads 

A  ^  ff 

are   determined   by  the  fol- 

/^Hy £/?°  /^Hk  3  *  y/^lil^ 

lowing  rules,  which  apply  to 

/^BB^r 

Square  and  Hexagon   Nuts 

,^i|iill|'^k       y^lliiliilkl 

both: 

Angle  of  Thread  60°.  Flat  at  Top  and  Bottom=  %  of  pitch. 

Short  diameter  of  rough  nut 
=  1%  x  dia.  of  bolt  +  ys  in. 

Dia.  of 

Dia.  at  Root       Threads 

Short  diameterof  finished  nut 

Screw. 

of  Thread. 

per  Inch. 

=  1%  x  dia.  of  bolt  +  1-16  in. 

Inches. 

Inches. 

*  No. 

Thickness  of  rough  nut 

y 

.185 

20 

=  diameter  of  bolt. 

X 

.240 

18 

Thickness  of  finished  nut 

% 

.294 

16 

=  diameter  of  bolt  —  1-16  in. 

.344 

14 

Short  diameter  of  rough  head 

y 

.400 

13 

=  1^  X  dia.  of  bolt  +  ya  in. 

.454 

12 

Short  dia.  of  finished  head 

.507 

11 

=1%  X  dia.  of  bolt  +  1-16  in. 

.620 

10 

Thickness  of  rough  head 

% 

.731 

9 

=  %  short  dia.  of  head. 

1 

.837 

8 

Thickness  of  finished  head 

.940 

7 

=  dia.  of  bolt  —  1-16  In. 

lx^ 

1.065 

7 

The    long  diameter  of   a 

].% 

1.160 

6 

hexagon  nut  may  bo  obtained 

\v 

1.284 

3 

by    multiplying    the    short 

•ty 

1.389 

diameter  by  1.155,  and  the 

1$ 

1.490 

5 

long  diameter  of  a   square 

10 

1.615 

5 

nut  by  multiplying  the  short 

2 

1.712 

diameter  by  1.414. 

1.962 

4K 

The   above  standards    for 

01/ 

2.175 

A 

screw  threads,  nuts  and  bolt 

%y 

2.425 

4 

heads,  were  recommended  by 

/4 

the    Franklin    Institute    in 

3 

2.629 

2f\F7f\ 

3K 

Dec.  1864.    The  standard  for 

1 

.879 
3.100 
3.317 

¥ 

screw  threads  has  been  very 
generally    adopted    in    the 
United  States,  but  the  pro- 

4 

3.567 

3 

portions    recommended     for 

4% 

3.798 

2% 

nuts  and  bolt  heads  have  not 

4+4 

4.028 

found  general  acceptance  be- 

4% 

4.255 

a* 

cause  of  the  odd  sizes  of  bar 

5 

4.480 

2K 

—  not  usually  rolled  by  the 

6M 

4.730 

2/i 

mills—  required  to  make  the 

5M 

5.053 

2% 

nut. 

5% 

5.203 

2% 

6 

5.423 

215 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


"WHIT WORTH'S  STANDARD  ANGULAR 
SCREW  THREADS. 

*    f  ^v        A         ^  Angle  of  thread  55°. 

Depth  of  thread  =  pitch 
of  screw. 

i/£  of  depth  is  rounded  off 
top  and  bottom. 

Number  of  threads  to  the  inch  in  square  threads  =  l/z  the  num- 
ber in  angular  threads. 


Dia.  of 

Screw. 

In. 

X 

I 

% 
% 


Threads  to 
the  inch. 


20 
18 
16 
14 

12 

11 

10 

9 


Dia.  of 

Screw. 

In. 


1 
1# 


IX 


Threads  to 

the  inch. 

No. 


Dia.  of 

Screw. 

In. 


Threads  to 

the  inch. 

No. 


Dia.  of 

Screw. 

In. 


Threads  to 

the  inch. 

No. 


3 

2/8 

|# 

1% 


STANDARD  SLEEVE  NUTS. 


IX 

1/8 


2% 


SLEEVE  NUT. 


2 


1/8 


111 

if! 


. 


4.2 
4.6 

4.8 
6.0 

6.6 
7.5 

9.0 
10.5 

11.4 
13.5 


SCREW. 


{ 


1* 


SLEEVE  NUT. 


3# 


4/8 


14.8 
19.8 

20.0 

22.7 

25.2 

29.8 

30.5 
34.8 

39.2 
41.0 
35.6 


All  dimensions  are  in  inches.     Weights  are  for  finished  nuts. 


216 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

STANDARD  PIN-NUTS. 

PINS. 

PIN-NUTS. 

PINS. 

PIN-NUTS. 

•s 

I* 

a 
s 

1 

£  It 

-sl 

ij 

|i 

I 

II 

|l 

ii 

i] 

sl 

|l 

j 

l# 

IX 

8 

2X 

2^ 

?i 

0.85 

3j^ 

3X 

( 

t 

5 

5X 

1 

y\ 

4.74 

%1A 

1, 

^ 

8 

2K 

2^ 

H 

1.03 

4K 

3% 

( 

> 

5K 

6/8 

IX 

6.19 

2X 

1 

* 

8 

2K 

2^ 

i 

0.97 

4/8 

3K 

< 

i 

5K 

6^ 

IX 

6.19 

2^ 

1; 

47 

8 

3 

3K 

i 

1.50 

4^ 

3X 

< 

5 

5K 

6^ 

IX 

5.37 

2^ 

1, 

tf 

8 

3 

3& 

i 

1.37 

4^ 

4 

( 

> 

6 

615 

IX 

6.63 

2^ 

2 

8 

3K 

4 

i 

2.06 

5^ 

4 

< 

) 

6 

6if 

IX 

6.63 

2X 

2 

£ 

8 

3K 

4 

i 

1.96 

5^ 

4X 

6 

6 

6^ 

U/ 

5.82 

27/8 

2, 

* 

8 

4 

4^ 

IX 

3.38 

5^ 

4K 

6 

6X 

711 

IX 

8.53 

3 

2; 

/8 

8 

4 

4^ 

IX 

3.22 

bj/s 

W 

( 

i 

6K 

7ft 

IX 

7.59 

3^ 

2X 

8 

4X 

4^ 

IX 

3.63 

$l/8 

4X 

1 

5 

6X 

71! 

IX 

7.59 

3X 

9 

*; 

* 

8 

4X 

4^ 

IX 

3.41 

6^ 

5 

6 

8 

9X 

IX 

13.06 

3^ 

o 

*; 

/ 

6 

4K 

BI\ 

IX 

4.09 

6^ 

5X 

6 

8 

9X 

1 

K 

14.86 

3K 

9 
*j 

^ 

6 

4X 

5K 

IX 

4.63 

6^ 

5K 

6 

8 

9X 

1 

K 

14.00 

3^ 

3 

6 

5 

5X 

IX 

5.25 

7K 

5^ 

6 

8 

9X 

1 

r/ 

13.10 

All  dimensions  given  above  are  in  inches.    Weigl 

its  refer  to  untapped  nuts. 

WOOD  SCREWS. 

Diameter=numberx  0.01325+0.056. 

No. 

Diam. 

No. 

Diam. 

No. 

Diam.        No. 

Diam. 

No. 

Diam. 

0 

.056 

6 

.135 

12 

.215      18 

.293 

24 

.374 

1 

.069 

7 

.149 

13 

.228      19 

.308 

25 

.387 

2 

.082 

8 

.162 

14 

.241      20 

.321 

26 

.401 

3 

.096 

9 

.175 

15 

.255      21 

.334 

27 

.414 

4 

.109 

10 

.188 

16 

.268      22 

.347 

28 

.427 

5 

.122 

11 

.201 

17 

.281      23 

.361 

29 

.440 

30  1 

.453 

9,17 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


SPIKES,  NAILS  AND  TACKS. 


STANDARD  STEEL  WIRE  NAILS. 


2d 
3d 
4d 
5d 

6d 
7d 
8d 
9d 

10d 
12d 
16d 
20d 

30d 
40d 
50d 
60d 


IX' 


2^A 

9.1/A 


Common. 


Diam.  No.  per 
nches.  pound. 


.0524 
.0588 
.0720 
.0764 


.0858 
.0935 
.0963 

.1082 
.1144 
.1285 
.162C 

.1819 
.2043 
.2294 
.2576 


060 
640 
380 

275 

210 

160 

115 

93 

77 
60 
48 
31 


Finishing. 


Diam.    No.  per 
nches.  pound. 


.0453 
.0508 
.0508 
.0571 

.0641 
.0641 
.0720 
.0720 


.0907 
.1019 


1558 
913 
761 
500 

350 
315 
214 
195 

137 

127 

90 


STEEL  WIRE  SPIKES. 


Length. 


4" 
45*" 

5" 
8" 


8" 
9" 


Diam. 
nches. 


.1819 
.2043 
.2294 

.2576 


.2249 


.3648 


o.  per 

pound 


41 
30 
23 

17 

13 
11 
10 
7/2 

7 

5 


OMMON  IRON  NAILS. 


Size. 

2d 
3d 
4d 
5d 

6d 
7d 
8d 
9d 

lOd 
12d 
16d 
20d 

30d 
40d 
50d 
60d 


Length.  No-per 


IX" 


2" 

2X" 

9  i/// 

2X" 

3" 

3X" 


800 
400 
300 
200 

150 

120 

85 

75 

60 
50 
40 
20 

16 
14 
11 


TACKS. 


Title. 


Length, 
in. 


Number 
per  pound. 


16000 

10666 

8000 

6400 


Title, 
oz. 


Length, 
in. 


Number 
per  pound. 


4000 
2666 
2000 
1600 
1333 


Title, 
oz. 


24 


Length, 
in. 


Number 
per  pound. 


1143 
1000 
888 
800 
727 
666 


WROUGHT  SPIKES. 

Number  to  a  keg  of  150  Ibs. 


length. 


Ist 

6 


1-4  inch.  5-16  inch.  3-8  inch.  Length 


No. 
2250 

1890 
1650 
1464 
1380 
1292 


No. 


1208 

1135 

1064 

930 

868 


No. 


742 
570 


In. 


1-4  inch. 
Ho. 

1161 


M6ineh  3-8  inch.  7-16  inch- 


No. 


635 
573 


No. 

482 
455 
424 
391 


No. 


445 
384 
300 
270 
249 
23S 


1-2  inch 
No. 

306 
256 
240 

2«2 
203 
180 


9.1R 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHT   OF  SHEETS  OF  WROUGHT  IRON, 

STEEL,  COPPER  AND  BRASS.  (From  Haswell.) 

Weights  per  Square  Foot.    Thickness  by  Birmingham  Gauge. 

No.  of 
Gauge. 

Thickness 
in  inches. 

Iron. 

Steel. 

Copper. 

Brass. 

0000 

.454 

18.22 

18.46 

20.57 

19.43 

000 

.425 

17.05 

17.28 

19.25 

18.19 

00 

.38 

15.25 

15.45 

17.21 

16.26 

0 

.34 

13.64 

13.82 

15.40 

14.55 

1 

.3 

12.04" 

12.20 

13.59 

12.84 

2 

.284 

11.40 

11.55 

12.87 

12.16 

3 

.259 

10.39 

10.53 

11.73 

11.09 

4 

.238 

9.55 

9.68 

10.78 

10.19 

5 

.22 

8.83 

8.95 

9.97 

9.42 

6 

.203 

8.15 

8.25 

9.20 

8.69 

7 

.18 

7.22 

7.32 

8.15 

7.70 

8 

.165 

6.62 

6.71 

7.47 

7.06 

9 

.148 

5.94 

6.02 

6.70 

6.33 

10 

.134 

5.38 

5.45 

6.07 

5.74 

11 

.12 

4.82 

4.88 

5.44 

6.14 

12 

.109 

4.37 

4.43 

4.94 

4.67 

13 

.095 

3.81 

3.86 

4.30 

4.07 

14 

.083 

3.33 

3.37 

3.76 

3.55 

15 

.072 

2.89 

2.93 

3.26 

3.08 

16 

.065 

2.61 

2.64 

2.94 

2.78 

17 

.058 

2.33 

2.36 

2.63 

2.48 

18 

.049 

1.97 

1.99 

2.22 

2.10 

19 

.042 

1.69 

1.71 

1.90 

1.80 

20 

.035 

1.40 

1.42 

1.59 

1.50 

21 

.032 

1.28 

1.30 

1.45 

1.37 

22 

.028 

1.12 

1.14 

1.27 

1.20 

23 

.025 

1.00 

1.02 

1.13 

1.07 

24 

.022 

.883 

.895 

1.00 

.942 

25 

.02 

.803 

.813 

.906 

.856 

26 

.018 

.722 

.732 

.815 

.770 

27 

.016 

.642 

.651 

.725 

.685    - 

28 

.014 

.562 

.569 

.634 

.599    ! 

29 

.013 

.522 

.529 

.589 

.556    i 

30 

.012 

.482 

.488 

.544 

.514    I 

31 

.01 

.401 

.407 

.453 

.428 

32 

.009 

.361 

.366 

.408 

.385 

33 

.008 

.321 

.325 

.362 

.342 

34 

.007 

.281 

.285 

.317 

.300 

35 

.005 

.201 

.203 

.227 

.214 

Specific  Gravity, 

7.704 

7.806 

8.698 

8.218 

Weight  Cubic  Foot, 

481.25 

487.75 

543.6 

513.6 

"         "     Inch, 

.2787 

.2823 

.3146 

.2972 

219                                                          1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

WEIGHT   OP  SHEETS  OF  WROUGHT  IRON, 

STEEL,  COPPER  AND  BRASS.  (Prom  Haswell.) 

Weights  per  Sq.  Foot.    Thickness  by  American  (Browne  &  Sharpe's)  Gauge. 

No.  of 
Gauge. 

Thickness 
in  inches. 

Iron.      |      Steel.      |     Copper. 

Brass. 

0000 

.46 

18.46 

18.70 

20.84 

19.69 

000 

.4096 

16.44 

16.66 

18.56 

17.53 

00 

.3648 

14.64 

14.83 

16.53 

15.61 

0 

.3249 

13.04 

13.21 

14.72 

13.90 

1 

.2893 

11.61 

11.76 

13.11 

12.38 

2 

.2576 

10.34 

10.48 

11.67 

11.03 

3 

.2294 

9.21 

9.33 

10.39 

9.82 

4 

.2043 

8.20 

8.31 

9.26 

8.74 

5 

.1819 

7.30 

7.40 

8.24 

7.79 

6 

.1620 

6.50 

6.59 

7.34 

6.93 

7 

.1443 

5.79 

5.87 

6.54 

6.18 

8 

.1285 

5.16 

5.22 

5.82 

5.50 

9 

.1144 

4.59 

4.65 

5.18 

4.90 

10 

.1019 

4.09 

4.14 

4.62 

4.36 

11 

.0907 

3.64 

3.69 

4.11 

3.88 

12 

.0808 

3.24 

3.29 

3.66 

3.46 

13 

.0720 

2.89 

2.93 

3.26 

3.08 

14 

.0641 

2.57 

2.61 

2.90 

2.74 

15 

.0571 

2.29 

2.32 

2.59 

2.44 

16 

.0508 

2.04 

2.07 

2.30 

2.18 

17 

.0453 

1.82 

1.84 

2.05 

1.94 

18 

.0403 

1.62 

1.64 

1.83 

1.73 

19 

.0359 

1.44 

1.46 

1.63 

1.54 

20 

.0320 

1.28 

1.30 

1.45 

1.37 

21 

.0285 

1.14 

1.16 

1.29 

1.22 

22 

.0253 

1.02 

1.03 

1.15 

1.08 

23 

.0226 

.906 

.918 

1.02 

.966 

24 

.0201 

.807 

.817 

.911 

.860 

25 

.0179 

.718 

.728 

.811 

'  .766 

26 

.0159 

.640 

.648 

.722 

.682 

27 

.0142 

.570 

.577 

.643 

.608 

28 

.0126 

.507 

.514 

.573 

.541 

29 

.0113 

.452 

.458 

.510 

.482 

30 

.0100 

.402 

.408 

.454 

.429 

31 

.0089 

.358 

.363 

.404 

.382 

32 

.0080 

.319 

.323 

.360 

.340 

33 

.0071 

.284 

.288 

.321 

.303 

34 

.0063 

.253 

.256 

.286 

.270 

35 

.0056 

.225 

.228 

.254 

.240 

As  there  are  many  gauges  in  use  differing  from  each  other,  and  even  the  thicknesses  of  a 
certain  specified  gauge,  as  the  Birmingham,  are  not  assumed  the  same  by  all  manufactuiers, 
orders  for  sheets  and  wire  should  always  state  the  weight  per  squar?  toot,  or  the  thickness 
in  thousandths  of  an  inch. 

22O 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


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221 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


"WEIGHT  OF  A  CUBIC  FOOT  OF  SUB- 
STANCES. 

Average 

NAMES  OF  SUBSTANCES.  Weight. 

Lbs. 

Aluminum, 162 

Anthracite,  solid,  of  Pennsylvania,       ....  93 

"          broken,  loose, 54 

"               "        moderately  shaken,       .         .         .  58 

"          heaped  bushel,  loose, (80) 

Ash,  American  white,  dry,           .....  38 

Asphaltum,              87 

Brass,  (Copper  and  Zinc,)  cast, 504 

"      rolled, 524 

Brick,  best  pressed, 150 

"       common  hard, 125 

"       soft,  inferior,     .......  100 

Brickwork,  pressed  brick, 140 

"           ordinary,             112 

Cement,  hydraulic,  ground,  loose,  American,  Rosendale,  .  56 

"              "               "          "             "          Louisville,  50 

"               «               "          "      English,  Portland,         .  90 

Cherry,  dry, 42 

Chestnut,  dry, 41 

Clay,  potters',  dry, 119 

"     in  lump,  loose, 63 

Coal,  bituminous,  solid, 84 

"               "           broken,  loose, 49 

"              "           heaped  bushel,  loose,       .        .         .  (74) 

Coke,  loose,  of  good  coal,       ......  62 

"          "       heaped  bushel, (40) 

Copper,  cast, 542 

"       rolled,             548 

Earth,  common  loam,  dry,  loose,     .....  76 

"             "           "        "     moderately  rammed,  .         .  95 

"      as  a  soft  flowing  mud, 108 

Ebony,  dry,        .                   76 

Elm,  dry, 35 

Flint, 162 


222 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED 


WEIGHT  OF  SUBSTANCES— Continued. 

Average 

NAMES  OF  SUBSTANCES.  Weight 

Lbs, 

Glass,  common  window, 157 

Gneiss,  common,         .......  168 

Gold,  cast,  pure,  or  24  carat,            .....  1204 

"      pure,  hammered,                 1217 

Granite, 17O 

Gravel,  about  the  same  as  sand,  which  see. 

Gypsum  (plaster  of  paris),           .....  142 

Hemlock,  dry,         .                  25 

Hickory,  dry, 53 

Hornblende,  black, 203 

Ice, .         .  58.7 

Iron,  cast, 450 

"      wrought,  purest, 485 

«             "        average, 480 

Ivory, ,  114 

Lead,               711 

Lignum  Vitoe,  dry, 83 

Lime,  quick,  ground,  loose,  or  in  small  lumps,         .         .  53 

"          "            "            "       thoroughly  shaktn,  .         .  75 

"          "            "            "       per  struck  bushel,         .          .  (66) 

Limestones  and  Marbles, 168 

"                         "        loose,  in  irregular  fragments,      .  96 

Magnesium, 109 

Mahogany,  Spanish,  dry,          ......  53 

"          Honduras,  dry, 35 

Maple,  dry,              .         . 49 

Marbles,  see  Limestones. 

Masonry,  of  granite  or  limestone,  well  dressed,             .  165 

"        "    mortar  rubble, 154 

«        «    dry           "      (wellscabbled,)           .         .  138 

"        "    sandstone,  well  dressed,       ....  144 

.Mercury,  at  32°  Fahrenheit,          .....  849 

Mica,             183 

Mortar,  hardened, «,  103 

Mud,  dry,  close, 80  to  110 


223 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


WEIGHT  OF  SUBSTANCES— Continued. 

Average 

NAMES  OF  SUBSTANCES.  Weight. 

l.bs. 

Mud,  wet,  fluid,  maximum, 120 

Oak,  live,  dry, .59 

"     white,  dry, 50 

"     other  kinds, 32  to  45 

Petroleum, 55 

Pine,  white,  dry,    ....          ....        25 

"      yellow,  Northern, 34 

"          "         Southern, 45 

Platinum,  1342 

Quartz,  common,  pure,   .         , 165 

Rosin,         ....  ....  69 

Salt,  coarse,  Syracuse,  N.  Y,, 45 

"     Liverpool,  fine,  for  table  use,       ....  49 

Sand,  of  pure  quartz,  dry,  loose,       .         .         .  90  to  106 

"      well  shaken, 99  to  117 

"      perfectly  wet, 120  to  140 

Sandstones,  fit  for  building, 151 

Shales,  red  or  black, 162 

Silver, 655 

Slate,      .    - 175 

Snow,  freshly  fallen,  .         .         .         .         .         .         .    5  to  12 

"      moistened  and  compacted  by  rain,          .         .      15  to  50 
Spruce,  dry,        ....  ,  25 

Steel,  . 490 

Sulphur,  125 

Sycamore,  dry, 37 

Tar, 62 

Tin,  cast, .         .     459 

Turf  or  Peat,  dry,  unpressed,      .         .         ,         .          20  to  30 

Walnut,  black,  dry, 38 

Water,  pure  rain  or  distilled,  at  60°  Fahrenheit,  .         .        62  }/$ 

"      sea, ...        64 

Wax,  bees, .  60.5 

Zinc  or  Spelter, 437.5 

Green  timbers  usually  weigh  from  one-fifth  to  one-half  more  than  dry.      \ 

224 "~ 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OP  CIRCLES. 

For  Diameters  from  -fa  to  100,  advancing  by  Tenths.                1 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

0.0 

4.0 

12.5664 

12.5664 

.1 

.007854 

.31416 

.1 

13.2025 

12.8805 

.2 

.031416 

.62832 

.2 

13.8544 

13.1947 

.3 

.070686 

.94248 

.3 

14.5220 

13.5088 

.4 

.12566 

1.2566 

.4 

15.2053 

13.8230 

.5 

.19635 

1.5708 

.5 

15.9043 

14.1372 

.6 

.28274 

1.8850 

.6 

16.6190 

14.4513 

.7 

.38485 

2.1991 

.7 

17.3494 

14.7655 

.8 

.50266 

2.5133 

.8 

18.0956 

15.0796 

.9 

.63617 

2.8274 

.9 

18.8574 

15.3938 

1.0 

.7854 

3.1416 

5.0 

19.6350 

15.7080 

4 

.9503 

3.4558 

.1 

20.4282 

16.0221 

.2 

1.1310 

3.7699 

.2 

21.2372 

16.3363 

.0 

1.3273 

4.0841 

.3 

22.0618 

16.6504 

.4 

1.5394 

4.3982 

.4 

22.9022 

16.9646 

.5 

1.7671 

4.7124 

.5 

23.7583 

17.2788 

.6 

2.0106 

5.0265 

.6 

24.6301 

17.5929 

.7 

2.2698 

5.3407 

.7 

25.5176 

17.9071 

.8 

2.5447 

5.6549 

.8 

26.4208 

18.2212 

.9 

2.8353 

5.9690 

.9 

27.3397 

18.5354 

2.0 

3.1416 

6.2832 

6.0 

28.2743 

18.8496 

.1 

3.4636 

6.5973 

.1 

29.2247 

19.1637 

,2 

3.8013 

6.9115 

.2 

30.1907 

19.4779 

.3 

4.1548 

7.2257 

.3 

31.1725 

19.7920 

.4 

4.5239 

7.5398 

.4 

32.1699 

20.1062 

.5 

4.9087 

7.8540 

.5 

33.1831 

20.4204 

.6 

5.3093 

8.1681 

.6 

34.2119 

20.7345 

.7 

5.7256 

8.4823 

.7 

35.2565 

21.0487 

.8 

6.1575 

8.7965 

.8 

36.3168 

21.3628 

.9 

6.6052 

9.1106 

.9 

37.3928 

21.6770 

8.0 

7.0686 

9.4248 

7.0 

38.4845 

21.9911 

.1 

7.5477 

9.7389 

.1 

39.5919 

22.3053 

.2 

8.0425 

10.0531 

.2 

40.7150 

22.6195 

.3 

8.5530 

10.3673 

.3 

41.8539 

22.9336 

.4 

9.0792 

10.6814 

.4 

43.0084 

23.2478 

.5 

9.6211 

10.9956 

.5 

44.1786 

23.5619 

.6 

10.1788 

11.3097 

.6 

45.3646 

23.8761 

.7 

10.7521 

11.6239 

.7 

46.5663 

24.1903 

.8 

11.3411 

11.9381 

.8 

47.7836 

24.5044 

.9 

11.9459 

12.2522 

.9 

49.0167 

24.8186 

225 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

8.0 

50.2655 

25.1327 

12.0 

113.0973 

37.6991 

.1 

51.5300 

25.4469 

.1 

114.9901 

38.0133 

.2 

52.8102 

25.7611 

.2 

116.8987 

38.3274 

.3 

54.1061 

26.0752 

.3 

118.8229 

38.6416 

.4 

55.4177 

26.3894 

.4 

120.7628 

38.9557 

.5 

56.7450 

26.7035 

.5 

122.7185 

39.2699 

.6 

58.0880 

27.0177 

.6 

124.6898 

39.5841 

.7 

59.4468 

27.3319 

.7 

126.6769 

39.8982 

.8 

60.8212 

27.6460 

.8 

128.6796 

40.2124 

.9 

62.2114 

27.9602 

.9 

130.6981 

40.5265 

9.0 

63.6173 

28.2743 

13.0 

132.7323 

40.8407 

.1 

65.0388 

28.5885 

.1 

134.7822 

41.1549 

.2 

66.4761 

28.9027 

.2 

136.8478 

41.4690 

.3 

67.9291 

29.2168 

.3 

138.9291 

41.7832 

.4 

69.3978 

29.5310 

.4 

141.0261 

^  42.0973 

.5 

70.8822 

29.8451 

.5 

143.1388 

'  42.4115 

.6 

72.3823 

30.1593 

.6 

145.2672 

42.7257 

.7 

73.8981 

30.4734 

.7 

147.4114 

43.0398 

.8 

75.4296 

30.7876 

.8 

149.5712 

43.3540 

.9 

76.9769 

31.1018 

.9 

151.7468 

43.6681 

10.0 

78.5398 

31.4159 

14.0 

153.9380 

43.9823 

.1 

80.1185 

31.7301 

.1 

156.1450 

44.2965 

.2 

81.7128 

32.0442 

.2 

158.3677 

44.6106 

.3 

83.3229 

32.3584 

.3 

160.6061 

44.9248 

.4 

84.9487 

32.6726 

.4 

162.8602 

45.2389 

.5 

86.5901 

32.9867 

.5 

165.1300 

45.5531 

.6 

88.2473 

33.3009 

.6 

167.4155 

45.8673 

.7 

89.9202 

33.6150 

.7 

169.7167 

46.1814 

.8 

91.6088 

33.9292 

.8 

172.0336 

46.4956 

.9 

93.3132 

34.2434 

.9 

174.3662 

46.8097 

11.0 

95.0332 

34.5575 

15.0 

176.7146 

47.1239 

.1 

96.7689 

34.8717 

.1 

179.0786 

47.4380 

.2 

98.5203 

35.1858 

.2 

181.4584 

47.7522 

.3 

100.2875 

35.5000 

.3 

183.8539 

48.0664 

.4 

102.0703 

35.8142 

.4 

186.2650 

48.3805 

.5 

103.8689 

36.1283 

.5 

188.6919 

48.6947 

.6 

105.6832 

36.4425 

.6 

191.1345 

49.0088 

.7 

107.5132 

36.7566 

.7 

193.5928 

49.3230 

.8 

109.3588 

37.0708 

.8 

196.0668 

49.6372 

.9 

111.2202 

37.3850 

.9 

198.5565 

49.9513 

226 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Oircum. 

Diam. 

Area. 

Oircum. 

16.0 

201.0619 

50.2655 

20.0 

314.1593 

62.8319 

.1 

203.5831 

50.5796 

.1 

317.3087 

63.1460 

.2 

206.1199 

50.8938 

.2 

320.4739 

63.4602 

.3 

208.6724 

51.2080 

.3 

323.6547 

63.7743 

.4 

211.2407 

51.5221 

.4 

326.8513 

64.0885 

.5 

213.8246 

51.8363 

.5 

330.0636 

64.4026 

.6 

216.4243 

52.1504 

.6 

333.2916 

64.7168 

.7 

219.0397 

52.4646 

.7 

336.5353 

65.0310 

.8 

221.6708 

52.7788 

.8 

339.7947 

65.3451 

.9 

224.3176 

53.0929 

.9 

343.0698 

65.6593 

17.0 

226.9801 

53.4071 

21.0 

346.3606 

65.9734 

.1 

229.6583 

53.7212 

.1 

349.6671 

66.2876 

.2 

232.3522 

54.0354 

.2 

352.9894 

66.6018 

.3 

235.0618 

54.3496 

.3 

356.3273 

66.9159 

.4 

237.7871 

54.6637 

.4 

359.6809         67.2301 

.5 

240.5282 

54.9779 

.5 

363.0503         67.5442 

.6 

243.2849 

55.2920 

.6 

366.4354         67.8584 

.7 

246.0574 

55.6062 

.7         369.8361         68  1726 

.8 

248.8456 

55.9203 

.8         373.2526         68.4867 

.9 

251.6494 

56.2345 

.9         376.6848         68.8009 

18.0 

254.4690 

56.5486 

22.0 

380.1327 

69.1150 

.1 

257.3043 

56.8628 

.1 

383.5963 

69.4292 

.2 

260.1553 

57.1770 

.2 

387.0756 

69.7434 

.3 

263.0220 

57.4911 

390.5707         70.0575 

.4 

265.9044 

57.8053 

.4 

394.0814         70.3717 

.5 

268.8025 

58.1195 

.5 

397.6078 

70.6858 

.6 

271.7164 

58.4336 

.6 

401.1500 

71.0000 

.7 

274.6459 

58.7478 

.7 

404.7078 

71.3142 

.8 

277.5911 

59.0619 

.8 

408.2814 

71.6283 

.9 

280.5521 

59.3761 

.9 

411.8707 

71.9425 

19.0 

283.5287        59.6903 

23.0 

415.4756 

72.2566 

.1 

286.5211         60.0044 

.1 

419.0963 

72.5708 

.2 

289.5292         60.3186 

.2 

422.7327 

72.8849 

.3 

292.5530 

60.6327 

.3 

426.3848 

73.1991 

.4 

295.5925 

60.9469 

.4 

430.0526 

73.5133 

.5 

298.6477 

61.2611 

.5 

433.7361 

73.8274 

.6 

301.7186 

61.5752 

.6         437.4354         74.1416 

7 

304.8052 

61.8894 

.7         441.1503         74.4557 

£ 

307.9075 

62.2035 

.8 

444.8809 

74.7699 

.9 

311.0255 

62.5177 

.9 

448  "373 

75.0841 

2X7                                                         1 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Oircum. 

Diam. 

Area. 

Oircum. 

24.0 

452.3893 

75.3982 

28.0 

615.7522 

87.9646 

.1 

456.1671 

75.7124 

.1 

620.1582 

88.2788 

.2 

459.9606 

76.0265 

.2 

624.5800 

88.5929 

.3 

463.7698 

76.3407 

.3 

629.0175 

88.9071 

.4 

467.5947 

76.6549 

.4 

633.4707 

89.2212 

.5 

471.4352 

76.9690 

.5 

637.9397 

89.5354 

.6 

475.2916 

77.2832 

.6 

642.4243 

89.8495 

.7 

479.1636 

77.5973 

.7 

646.9246 

90.1637 

.8 

483.0513 

77.9115 

.8 

651.4407 

90.4779 

.9 

486.9547 

78.2257 

9 

655.9724 

90.7920 

25.0 

490.8739 

78.5398 

29.0 

660.5199 

91.1062 

.1 

494.8087 

78.8540 

.1 

665.0830 

91.4203 

.2 

498.7592 

79.1681 

.2 

669.6619 

91.7345 

.8 

502.7255 

79.4823 

.3 

674.2565 

92.0487 

.4 

506.7075 

79.7965 

.4 

678.8668 

92.3628 

.5 

510.7052 

80.1106 

.5 

683.4928 

92.6770 

.6 

514.7185 

80.4248 

.6 

688.1345 

92.9911 

.7 

518.7476 

80.7389 

.7 

692.7919 

93.3053 

.8 

522.7924 

81.0531 

.8 

697.4650 

93.6195 

.9 

526.8529 

81.3672 

.9 

702.1538 

93.9336 

26.0 

530.9292 

81.6814 

30.0 

706.8583 

94.2478 

.1 

535.0211 

81.9956 

.1 

711.5786 

94.5619 

.2 

539.1287 

82.3097 

.2 

716.3145 

94.8761 

.3 

543.2521 

82.6239 

.3 

721.0662 

95.1903 

4 

547.3911 

82.9380 

.4 

725.8336 

95.5044 

.5 

551.5459 

83.2522 

.5 

730.6167 

95.8186 

.6 

555.7163 

83.5664 

.6 

735.4154 

96.1327 

.7 

559.9025 

83.8805 

.7 

740.2299 

96.4469 

.8 

564.1044 

84.1947 

.8 

745.0601 

96.7611 

.9 

568.3220 

84.5088 

.9 

749.9060 

97.0752 

27.0 

572.5553 

84.8230 

31.0 

754.7676 

97.3894 

.1 

576.8043 

85.1372 

.1 

759.6450 

97.7035 

.2 

581.0690 

85.4513 

.2 

764.5380 

98.0177 

.3 

585.3494 

85.7655 

.3 

769.4467 

98.3319 

.4 

589.6455 

86.0796 

.4 

774.3712 

98.6460 

.5 

593.9574 

86.3938 

.5 

779.3113 

98.9602 

.6 

598.2849 

86.7080 

.6 

784.2672 

99.2743 

.7 

602.6282 

87.0221 

.7 

789.2388 

99.5885 

.8 

606.9871 

87.3363 

.8 

794.2260 

99.9026 

.9 

611.3618 

87.6504 

.9 

799.2290 

100.2168 

228 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AKEAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

32.0 

804.2477 

100.531C 

36.C 

1017.8760 

113.0973 

.1 

809.2821 

100.8451 

.1 

1023.5387 

113.4115 

.2 

814.3322 

101.1593 

J 

1029.2172 

113.7257 

.3 

819.3980 

101.4734 

.3 

1034.9113 

114.0398 

.4 

824.4796 

101.7876 

.4 

1040.6212 

114.3540 

.5 

829.5768 

102.1018 

.5 

1046.3467 

114.6681 

c6 

834.6898 

102.4159 

.6 

1052.0880 

114.9823 

.7 

839.8185 

102.7301 

.7 

1057.844S 

115.2965 

.8 

844.9628 

103.0442 

.8 

1063.6176 

115.6106 

.9 

850.1229 

103.3584 

.9 

1069.4060 

115.9248 

33.0 

855.2986 

103.6726 

37.C 

1075.2101 

116.2389 

.1 

860.4902 

103.9867 

.1 

1081.0299 

116.5531 

.2 

865.6973 

104.3009 

2 

1086.8654 

116.8672 

.3 

870.9202 

104.6150 

.3 

1092.7166 

117.1814 

.4 

876.1588 

104.9292 

.4 

1098.5835 

117.4956 

.5 

881.4131 

105.2434 

A 

1104.4662 

117.8097 

.6 

886.6831 

105.5575 

.6 

1110.3645 

118.1239 

.7 

891.9688 

105.8717 

.7 

1116.2786 

118.4380 

.8 

897.2703 

106.1858 

.8 

1122.2083 

118.7522 

.9 

902.5874 

106.5000 

.9 

1128.1538 

119.0664 

34.0 

907.9203 

106.8142 

38.0 

1134.1149 

119.3805 

.1 

913.2688 

107.1283 

.1 

1140.0918 

119.6947 

3 

918.6331 

107.4425 

.2 

1146.0844 

120.0088 

.3 

924.0131 

107.7566 

.3 

1152.0927 

120.3230 

.4 

929.4088 

108.0708 

.4 

1158.1167 

120.6372 

.5 

934.8202 

108.3849 

.5 

1164.1564 

120.9513 

.6 

940.2473 

108.6991 

.6 

1170.2118 

121.2655 

.7 

945.6901 

109.0133 

.7 

1176.2830 

121.5796 

.8 

951.1486 

109.3274 

.8 

1182.3698 

121.8938 

.9 

956.6228 

109.6416 

.9 

1188.4724 

122.2080 

35.0 

962.1128 

109.9557 

39.0 

1194.5906 

122.5221 

.1 

967.6184 

110.2699 

.1 

1200.7246 

122.8363 

JB 

973.1397 

110.5841 

.2 

1206.8742 

123.1504 

.3 

978.6768 

110.8982 

.3 

1213.0396 

123.4646 

.4 

984.2296 

111.2124 

.4 

1219.2207 

123.7788 

.5 

989.7980 

111.5265 

.5 

1225.4175 

124.0929 

.6 

995.3822 

111.8407 

.6 

1231.6300 

124.4071 

.7 

1000.9821 

112.1549 

.7 

1237.8582 

124.7212 

J 

1006.5977 

112.4690 

.8 

1244.1021 

125.0354 

.9 

1012.2290 

112.7832 

.9 

1250.3617 

125.3495 

229 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

40.0 

1256.6371 

125.6637 

44.0 

1520.5308 

138.2301 

.1 

1262.9281 

125.9779 

.1 

1527.4502 

138.5442 

.2 

1269.2348 

126.2920 

.2 

1534.3853 

138.8584 

.3 

1275.5573 

126.6062 

.3 

1541.3360 

139.1726 

.4 

1281.8955 

126.9203 

.4 

1548.3025 

139.4867 

.5 

1288.2493 

127.2345 

.5 

1555.2847 

139.8009 

.6 

1294.6189 

127.5487 

.6 

1562.2826 

140.1153 

.7 

1301.0042 

127.8628 

.7 

1569.2962 

140.4292 

.8 

1307.4052 

128.1770 

.8 

1576.3255 

140.7434 

.9 

1313.8219 

128.4911 

.9 

1583.3706 

141.0575 

41.0 

1320.2543 

128.8053 

45.0 

1590.4313 

141.3717 

.1 

1326.7024 

129.1195 

.1 

1597.5077 

141.6858 

.2 

1333.1663 

129.4336 

.2 

1604.5999 

142.0000 

.3 

1339.6458 

129.7478 

.3 

1611.7077 

142.3142 

.4 

1346.1410 

130.0619 

.4 

1618.8313 

142.6283 

.5 

1352.6520 

130.3761 

.5 

1625.9705 

142.9425 

.6 

1359.1786 

130.6903 

.6 

1633.1255 

143.2566 

.7 

1365.7210 

131.0044 

.7 

1640.2962 

143.5708 

.8 

1372.2791 

131.3186 

.8 

1647.4826 

143.8849 

.9 

1378.8529 

131.6327 

.9 

1654.6847 

144.1991 

42.0 

1385.4424 

131.9469 

46.0 

1661.9025 

144.5133 

.1 

1392.0476 

132.2611 

.1 

1669.1360 

144.8274 

.2 

1398.6685 

132.5752 

.2 

1676.3853 

145.1416 

.3 

1405.3051 

132.8894 

.3 

1683.6502 

145.4557 

.4 

1411.9574 

133.2035 

.4 

1690.9308 

145.7699 

.5 

1418.6254 

133.5177 

.5 

1698.2272 

146.0841 

.6 

1425.3092 

133.8318 

.6 

1705.5392 

146.3982 

.7 

1432.0086 

134.1460 

.7 

1712.8670 

146.7124 

.8 

1438.7238 

134.4602 

.8 

1720.2105 

147.0265 

.9 

1445.4546 

134.7743 

.9 

1727.5697 

147.8407 

43.U 

1452.2012 

135.0885 

47.0 

1734.9445 

147.6550 

.1 

1458.9635 

135.4026 

.1 

1742.3351 

147.9690 

.2 

1465.7415 

135.7168 

.2 

1749.7414 

148.2832 

.3 

1472.5352 

136.0310 

.3 

1757.1635 

148.5973 

.4 

1479.3446 

136.3451 

.4 

1764.6012 

148.9115 

.5 

1486.1697 

136.6593 

.5 

1772.0546 

149.2257 

.6 

1493.0105 

136.9734 

.6 

1779.5237 

149.5398 

.7 

1499.8670 

137.2876 

.7 

1787.0086 

149.8540 

.8 

1506.7393 

137.6018 

.8 

1794.5091 

150.1681 

.9 

1513.6272 

137.9159 

.9 

1802.0254 

150.4828 

23O 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Oircum. 

Diam. 

Area. 

Circum. 

48.0 

1809.5574 

150.7964 

52.0 

2123.7166 

163.3628 

.1 

1817.1050 

151.1106 

.1 

2131.8926 

163.6770 

.2 

1824.6684 

151.4248 

.2 

2140.0843 

163.9911 

.3 

1832.2475 

151.7389 

.3 

2148.2917 

164.3053 

.4 

1839.8423 

152.0531 

.4 

2156.5149 

164.6195 

.5 

1847.4528 

152.3672 

.5 

2164.7537 

164.9336 

.6 

1855.0790 

152.6814 

.6 

2173.0082 

165.2479 

.7 

1862.7210 

152.9956 

.7 

2181.2785 

165.5619 

.8 

1870.3786 

153.3097 

.8 

2189.5644 

165.8761 

.9 

1878.0519 

153.6239 

.9 

2197.8661 

166.1903 

49.0 

1885.74C9 

153.9380 

53.0 

2206.1834 

166.5044 

.1 

1893.4457 

154.2522 

.1 

2214.5165 

166.8186 

.2 

1901.1662 

154.5664 

.2 

2222.8653 

167.1327 

.3 

1908.9024 

154.8805 

.3 

2231.2298 

167.4469 

.4 

1916.6543 

155.1947 

.4 

2239.6100 

167.7610 

.5 

1924.4218 

155.5088 

.5 

2248.0059 

168.0752 

./J 

1932.2051 

155.8230 

.6 

2256.4175 

168.3894 

.7 

1940.0042 

156.1372 

.7 

2264.8448 

168.7035' 

.8 

1947.8189 

156.4513 

.8 

2273.2879 

169.0177 

.9 

1955.6493 

156.7655 

.9 

2281.7466 

169.3318 

50.0 

1963.4954 

157.0796 

54.0 

2290.2210 

169.6460 

.1 

1971.3572 

157.3938 

.1 

2298.7112 

169.9602 

.2 

1979.2348 

157.7080 

.2 

2307.2171 

170.2743 

.3 

1987.1280 

158.0221 

.3 

2315.7386 

170.5885 

.4 

1995.0370 

158.3363 

.4 

2324.2759 

170.9026 

.5 

2002.9617 

158.6504 

.5 

2332.8289 

171.2168 

.6 

2010.9020 

158.9646 

.6 

2341.3976 

171.5310 

.7 

2018.8581 

159.2787 

.7 

2349.9820 

171.8451 

.8 

2026.8299 

159.5929 

.8 

2358.5821 

172.1593 

.9 

2034.8174 

159.9071 

.9 

2367.1979 

172.4735 

51.0 

2042.8206 

160.2212 

55.0 

2375.8294 

172.7876 

.1 

2050.8395 

160.5354 

.1 

2384.4767 

173.1017 

.2 

2058.8742 

160.8495 

.2 

2393.1396 

173.4159 

.3 

2066.9245 

161.1637 

.3 

2401.8183 

173.7301 

.4 

2074.9905 

161.4779 

.4 

2410.5126 

174.0442 

.5 

2083.0723 

161.7920 

.5 

2419.2227 

174.3584 

.6 

2091.1697 

162.1062 

.6 

2427.9485 

174.6726 

.7 

2099.2829 

162.4203 

.7 

2436.6899 

174.9867 

.8 

2107.4118 

162.7345 

.8 

2445.4471 

175.3009 

.9 

2115.5563 

163.0487 

.9 

2454.2200 

175.6150 

231 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OP  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

56.0 

2463.0086 

175.9292 

60.0 

2827.4334 

188.4956 

.1 

2471.8130 

176.2433 

.1 

2836.8660 

188.8097 

.2 

2480.6330 

176.5575 

.2 

2846.3144 

189.1239 

.3 

2489.4687 

176.8717 

.3 

2855.7784 

189.4380 

.4 

2498.3201 

177.1858 

.4 

2865.2582 

189.7522 

.5 

2507.1873 

177.5000 

.5 

2874.7536 

190.0664 

.6 

2516.0701 

177.8141 

.6 

2884.2648 

190.3805 

.7 

2524.9687 

178.1283 

.7 

2893.7917 

190.6947 

.8 

2533.8830 

178.4425 

.8 

2903.3343 

191.0088 

.9 

2542.8129 

178.7566 

.9 

2912.8926 

191.3230 

57.0 

2551.7586 

179.0708 

61.0 

2922.4636 

191.6372 

.1 

2560.7200 

179.3849 

.1 

2932.0563 

191.9513 

.2 

2569.6971 

179.6991 

.2 

2941.6617 

192.2655 

.3 

2578.6899 

180.0133 

.3 

2951.2828 

192.5796 

.4 

2587.6985 

180.3274 

.4 

2960.9197 

192.8938 

.5 

2596.7227 

180.6416 

.5 

2970.5722 

193.2079 

.6 

2605.7626 

180.9557 

.6 

2980.2405 

193.5221 

.7 

2614.8183 

181.2699 

.7 

2989.9244 

193.8363 

.8 

2623.8896 

181.5841 

.8 

2999.6241 

194.1504 

.9 

2632.9767 

181.8982 

.9 

3009.3395 

194.4646 

58.0 

2642.0794 

182.2124 

62.0 

3019.0705 

194.7787 

.1 

2651.1979 

182.5265 

.1 

3028.8173 

195.0929 

.2 

2660.3321 

182.8407 

.2 

3038.5798 

195.4071 

.3 

2669.4820 

183.1549 

.3 

3048.3580 

195.7212 

.4 

2678.6476 

183.4690 

.4 

3058.1520 

196.0354 

.5 

2687.8289 

183.7832 

.5 

3087.9616 

196.3495 

.6 

2697.0259 

184.0973 

.6 

3077.7869 

196.6637 

.7 

2706.2386 

184.4115 

.7 

3087.6279 

196.9779 

.8 

2715.4670 

184.7256 

.8 

3097.4847 

197.2920 

.9 

2724.7112 

185.0398 

.9 

3107.3571 

197.6062 

59.0 

2733.9710 

185.3540 

63.0 

3117.2453 

197.9203 

.1 

2743.2466 

185.6681 

.1 

3127.1492 

198.2345 

.2 

2752.5378 

185.9823 

.2 

3137.0688 

198.5487 

.3 

2761.8448 

186.2964 

.3   3147.0040 

198.8628 

.4 

2771.1675 

186.6106 

.4 

3156.9550 

199.1770 

.5 

2780.5058 

186.9248 

.5 

3166.9217 

7  199.4911 

.6 

2789.8599 

187.2389 

.6   3176.9043 

199.8053 

.7 

2799.2297 

187.5531 

.7 

3186.9023 

200.1195 

.8 

2808.6152 

187.8672 

.8 

3196.9161 

200.4336 

.9 

2818.0165 

188.1814 

.9 

3206.9456 

200.7478 

232 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 

Diam.          Area. 

Circum. 

Diam. 

Area. 

Circum. 

64.0 

3216.9909 

201.0620 

68.0 

3631.6811 

213.6283 

.1 

3227.0518 

201.3761 

.1 

3642.3704 

213.9425 

.2 

3237.1285 

201.6902 

.2 

3653.0754 

214.2566 

.3 

3247.2222 

202.0044 

.3 

3663.7960 

214.5708 

.4 

3257.3289 

202.3186 

.4 

3674.5324 

214.8849 

.5 

3267.4527 

202.6327 

.5 

3685.2845 

215.1991 

.6 

3277.5922 

202.9469 

.6 

3696.0523 

215.5133 

.7 

3287.7474 

203.2610 

.7 

3706.8359 

215.8274 

.8 

3297.9183 

203.5752 

.8 

3717.6351 

216.1416 

.9 

3308.1049 

203.8894 

.9 

3728.4500 

216.4556 

65.0 

3318.3072 

204.2035 

69.0 

3739.2807 

216.7699 

.1 

3328.5253 

204.5176 

.1 

3750.1270 

217.0841 

.2 

3338.7590 

204.8318 

.2 

3760.9891 

217.3982 

.3 

3349.0085 

205.1460 

.3 

3771.8668 

217.7124 

.4 

3359.2736 

205.4602 

.4 

3782.7603 

218.0265 

.5 

3369.5545 

205.7743 

.5 

3793.6695 

218.3407 

.6 

3379.8510 

206.0885 

.6 

3804.5944 

218.6548 

.7 

3390.1633 

206.4026 

.7 

3815.5350 

218.9690 

.8 

3400.4913 

206.7168 

.8 

3826.4913 

219.2832 

.9 

3410.8350 

207.0310 

.9 

3837.4633 

219.5973 

66.0 

3421.1944 

207.3451 

70.0 

3848.4510 

219.9115 

.1 

3431.5695 

207.6593 

.1 

3859.4544 

220.2256 

.2 

3441.9603 

207.9734 

.2 

3870.4736 

220.5398 

.3 

3452.3669 

208.2876 

.3 

3881.5084 

220.8540 

.4 

3462.7891 

208.6017 

.4 

3892.5590 

221.1681 

.5 

3473.2270 

208.9159 

5 

3903.6252 

221.4823 

.6 

3483.6807 

209.2301 

.6 

3914.7072 

221.7964 

.7 

3494.1500 

209.5442 

.7 

3925.8049 

222.1106 

.8 

3504.6351 

209.8584 

.8 

3936.9182 

222.4248 

.9 

3515.1359 

210.1725 

.9 

3948.0473 

222.7389 

67.0 

3525.6524 

210.4867 

71.0 

3959.1921 

223.0531 

.1 

3536.1845 

210.8009 

.1 

3970.3526 

223.3672 

.2 

3546.7324 

211.1150 

j> 

3981.5289 

223.6814 

.3 

3557.2960 

211.4292 

.3 

3992.7208 

223.9956 

.4 

3567.8754 

211.7433 

.4 

4003.9284 

224.3097 

.5 

3578.4704 

212.0575 

.5 

4015.1518 

224.6239 

.6 

3589.0811 

212.3717 

.6 

4026.3908 

224.9380 

.7 

3599.7075 

212.6858 

.7 

4037.6456 

225.2522 

.8 

3610.3497 

213.0000 

.8 

4048.9160 

225.5664 

.9 

3621.0075 

213.3141 

.9 

4060.2022 

225.8805 

QOO 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OP  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

72.0 

4071.5041 

226.1947 

76.0 

4536.4598 

238.7610 

.1 

4082.8217 

226.5088 

.1 

4548.4057 

239.0752 

.2 

4094.1550 

226.8230 

.2 

4560.3673 

239.3894 

.3 

4105.5040 

227.1371 

.3 

4572.3446 

239.7035 

.4 

4116.8687 

227.4513 

.4 

4584.3377 

240.0177 

.5 

4128.2491 

227.7655 

.5 

4596.3464 

240.3318 

.6 

4139.6452 

228.0796 

.6 

4608.3708 

240.6460 

.7 

4151.0571 

228.3938 

.7 

4620.4110 

240.9602 

.8 

4162.4846 

228.7079 

.8 

4632.4669 

241.2743 

.9 

4173.9279 

229.0221 

.9 

4644.5384 

241.5885 

73.0 

4185.3868 

229.3363 

77.0 

4656.6257 

241.9026 

.1 

4196.8615 

229.6504 

.1 

4668.7287 

242.2168 

.2 

4208.3519 

229.9646 

.2 

4680.8474 

242.5310 

.3 

4219.8579 

230.2787 

.3 

4692.9818 

242.8451 

.4 

4231.3797 

230.5929 

A 

4705.1319 

243.1592 

.5 

4242.9172 

230.9071 

.5 

4717.2977 

243.4734 

.6 

4254.4704 

231.2212 

.6 

4729.4792 

243.7876 

.7 

4266.0394 

231.5354 

.7 

4741.6765 

244.1017 

.8 

4277.6240 

231.8495 

.8 

4753.8894 

244.4159 

.9 

4289.2243 

232.1637 

.9 

4766.1181 

244.7301 

74.0 

4300.8403 

232.4779 

78.0 

4778.3624 

245.0442 

.1 

4312.4721 

232.7920 

.1 

4790.6225 

245.3584 

.2 

4324.1195 

233.1062 

.2 

4802.8983 

245.6725 

.3 

4335.7827 

233.4203 

.3 

4815.1897 

245.9867 

.4 

4347.4616 

233.7345 

.4 

4827.4969 

246.3009 

.5 

4359.1562 

234.0487 

.5 

4839.8198 

246.6150 

.6 

4370.8664 

234.3628 

.6 

4852.1584 

246.9292 

.7 

4382.5924 

234.6770 

.7 

4864.5128 

247.2433 

.8 

4394.3341 

234.9911 

.8 

4876.8828 

247.5575 

.9 

4406.0916 

235.3053 

.9 

4889.2685 

247.8717 

75.0 

4417.8647 

235.6194 

79.0 

4901.6699 

248.1858 

.1 

4429.6535 

235.9336 

.1 

4914.0871 

248.5000 

.2 

4441.4580 

236.2478 

.2 

4926.5199 

248.8141 

.3 

4453.2783 

236.5619 

.3 

4938.9685 

249.1283 

.4 

4465.1142 

236.8761 

.4 

4951.4328 

249.4425 

.5 

4476.9659 

237.1902 

.5 

4963.9127 

249.7566 

.6 

4488.8332 

237.5044 

.6 

4976.4084 

250.0708 

.7 

4500.7163 

237.8186 

.7 

4988.9198 

250.3850 

.8 

4512.6151 

238.1327 

.8 

5001.4469 

250.6991 

.9 

4524.5296 

238.4469 

.9 

5013.9897 

251.0133 

934- 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


AREAS  and  CIRCUMFERENCES  OF  CIRCLES. 

(CONTINUED.) 


Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

80.0 

5026.5482 

251.3274 

84.0 

5541.7694 

263.8938 

.1 

5039.1225 

251.6416 

.1 

5554.9720 

264.2079 

.2 

5051.7124 

251.9557 

.2 

5568.1902 

264.5221 

.3 

5064.3180 

252.2699 

.3 

5581.4242 

264.8363 

.4 

5076.9394 

252.5840 

.4 

5594.6739 

285.1514 

.5 

5089.5764   252.8932 

.5 

5607.9392 

265.4646 

.6 

5102.2292 

253.2124 

.6 

5821.2203 

265.7787 

.7 

5114.8977 

253.5265 

.7 

5634.5171 

266.0929 

.8 

5127.5819 

253.8407 

.8 

5647.8296 

266.4071 

.9 

5140.2818 

254.1548 

.9 

5661.1578 

266.7212 

81.0 

5152.9973 

254.4690 

85.0 

5674.5017 

267.0354 

.1 

5165.7287 

254.7832 

.1 

5687.8614 

287.3495 

.2 

5178.4757 

255.0973 

.2 

5701.2367 

267.6637 

.3 

5191.2384 

255.4115 

.3 

5714.6277 

287.9779 

.4 

5204.0168 

255.7256 

.4 

5728.0345 

268.2920 

.5 

5216.8110 

256.0398 

.5 

5741.4569 

268.6062 

.6 

5229.6208 

256.3540 

.6 

5754.8951 

268.9203 

.7 

5242.4463 

256.6681 

.7 

5768.3490 

269.2345 

.8 

5255.2876 

256.9823 

.8 

5781.8185 

269.5486 

.9 

5268.1446 

257.2966 

.9 

5795.3038 

269.8628 

82.0 

5281.0173 

257.6106 

86.0 

5808.8048 

270.1770 

.1 

5293.9056 

257.9247 

.1 

5822.3215 

270.4911 

.2 

5306.8097 

258.2389 

.2 

5835.8539 

270.8053 

.3 

5319.7295 

258.5531 

.3 

5849.4020 

271.1194 

.4 

5332.6650 

258.8672 

.4 

5862.9659 

271.4336 

.5 

5345.6162 

259.1814 

.5 

5876.5454 

271.7478 

.6 

5358.5832 

259.4956 

.6 

5890.1407 

272.0619 

.7 

5371.5658 

259.8097 

.7 

5903.7516 

272.3761 

.8 

5384.5641 

260.1239 

.8 

5917.3783 

272.6902 

.9 

5397.5782 

260.4380 

.9 

5931.0206 

273.0044 

83.0 

5410.6079 

260.7522 

87.0 

5944.6787 

273.3186 

.1 

5423.6534 

261.0663 

.  .1 

5958.3525 

273.6327 

.2 

5436.7146 

261.3805 

.2 

5972.0420 

273.9469 

.3 

5449.7915 

261.6947 

.3 

5985.7472 

274.2610 

.4 

5462.8840 

262.0088 

.4 

5999.4681 

274.5752 

.5 

5475.9923 

262.3230 

.5 

6013.2047 

274.8894 

.6 

5489.1163 

262.6371 

.6 

6026.9570 

275.2035 

7 

5502.2561 

262.9513 

.7 

6040.7250 

275.5177 

.8 

56io.4il5 

263.2655 

.8 

6054.5088 

275.8318 

.9 

5528.5826 

263.6796     .9 

60683082 

276.1460 

235 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

AREAS  and  CIRCUMFERENCES  OP  CIRCLES, 

(CONTINUED.) 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Circum. 

88.0 

6082.1234 

276.4602 

92.0 

6647.6101 

289.0265 

.1 

6095.9542 

276.7743 

.1 

6662.0692 

289.3407 

2 

6109.8008 

•  277.0885 

.2 

6676.5441 

289.6548 

is 

6123.6631 

277.4026 

.3 

6891.0347 

289.9690 

.4 

6137.5411 

277.7168 

.4 

6705.5410 

290.2832 

.5 

6151.4348 

278.0309 

.5 

6720.0630 

290.5973 

.6 

6165.3442 

278.3451 

.6 

6734.6008 

290.9115 

.7 

6179.2693 

278.6593 

.7 

6749.1542 

291.2256 

.8 

6193.2101 

278.9740 

.8 

6763.7233 

291.5398 

.9 

6207.1666 

279.2876 

.9 

6778.3082 

291.8540 

89.0 

6221.1389 

279.6017 

93.0 

6792.9087 

292.1681 

.1 

6235.1268 

279.9159 

.1 

6807.5250   292.4823 

.2 

6249.1304 

280.2301 

.2 

6822.1569 

292.7964 

.3 

6263.1498 

280.5442 

.3 

6836.8046 

293.1106 

.4 

6277.1849 

280.8584 

.4 

6851.4680 

293.4248 

.5 

6291.2356 

281.1725 

.5 

6866.1471 

293.7389 

.6 

6305.3021 

281.4867 

.6 

6880.8419 

294.0531 

.7 

6319.3843 

281.8009 

.7 

6895.5524 

294.3672 

.8 

6333.4822 

282.1150 

.8 

6910.2786 

294.6814 

.9 

6347.5958 

282.4292 

.9 

6925.0205 

294.9956 

90.0 

6361.7251 

282.7433 

94.0 

6939.7782 

295.3097 

.1 

6375.8701 

283.0575 

.1 

6954.5515 

295.6239 

.2 

6390,0309 

283.3717 

.2 

6969.3106 

295.9380 

.3 

6404.2073 

283.6858 

.3 

6984.1453 

296.2522 

.4 

6418.3995 

284.0000 

.4 

6998.9658 

296.5663 

.5 

6432.6073 

284.3141 

.5 

7013.8019 

296.8805 

.6 

6446.8309 

284.6283 

.6 

7028.6538 

297.1947 

.7 

6461.0701 

284.9425 

.7 

7043.5214 

297.5088 

.8 

6475.3251 

285.2566 

.8 

7058.4047 

297.8230 

.9 

6489.5958 

285.5708 

.9 

7073.3033 

298.1371 

91.0 

6503.8822 

285.8849 

95.0 

7088.2184 

298.4513 

.1 

6518.1843 

286.1991 

.1 

7103.1488 

298.7655 

.2 

6532.5021 

286.5133 

.2 

7118.1950 

299.0796 

.3 

6546.8356 

286.8274 

.3   7133.0568 

299.3938 

.4 

6561.1848 

287.1416 

.4   7148.0343 

299.7079, 

.5 

6575.5498 

287.4557 

.5 

7163.0276 

300.0221 

.6 

6589.9304 

287.7699 

.6 

7178.0366 

300.3363 

.7 

6604.3268 

288.0840 

.7 

7193.0612 

300.6504 

.8 

6618.7388 

288.3982 

.8 

7208.1016 

300.9646 

.9 

6633.1666 

288.7124 

.9 

7223.1577 

301.278? 

236 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

AEEAS  and  CIRCUMFERENCES  OP  CIRCLES. 

(CONTINUED.) 

Diam. 

Area. 

Circum. 

Diam. 

Area. 

Oircum. 

96.0 
.1 
.2 
.3 
.4 

7238.2295 
7253.3170 
7268.4202 
7283.5391 
7298.6737 

301.5929 
301.9071 
302.2212 
302.5354 
302.8405 

98.0 
.1 
.2 
.3 

.4 

7542.9640 
7558.3656 
7573.7830 
7589.2161 
7604.6648 

307.8761 
308.1902 
308.5044 
308.8186 
309.1327 

.5 
.6 
.7 
.8 
.9 

7313.8240 
7328.9901 
7344.1718 
7359.3693 
7374.5824 

303.1637 
303.4779 
303.7920 
304.1062 
304.4203 

.5 
.6 
.7 
.8 
.9 

7620.1293 
7635.6095 
7651.1054 
7666.6170 
7682.1444 

309.4469 
309.7610 
310.0752 
310.3894 
310.7035 

97.0 
.1 
.2 
.3 
.4 

7389.8113 
7405.0559 
7420.3162 
7435.5922 
7450.8839 

304.7345 
305.0486 
305.3628 
305.6770 
305.9911 

99.0 
.1 
.2 
.3 

.4 

7697.6893 
7713.2461 
7728.8206 
7744.4107 
7760.0166 

311.0177 
311.3318 
311.6460 
311.9602 
312.2743 

.5 
.6 
.7 
.8 
.9 

7466.1913 
7481.5144 
7496.8532 
7512.2078 
7527.5780 

306.3053 
306.6194 
306.9336 
307.2478 
307.5619 

.5 
.6 
.7 
.8 
.9 

7775.6382 
7791.2754 
7806.9284 
7822.5971 
7838.2815 

312.5885 
312.9026 
313.2168 
313.5309 
313.8451 

100.0 

7853.9816 

314.1593 

To  compute  the  area  or  circumference  of  a  diameter  greater 
than  100  and  less  than  1001  : 

Take  out  the  area  or  circumference  from  table  as  though  the 
number  had  one  decimal,  and  move  the  decimal  point  two  places 
to  the  right  for  the  area,  and  one  place  for  the  circumference. 

EXAMPLE—  Wanted  the  area  and  circumference  of  567.     Tb.9  tabular  area  for  56.7 
is  2524.9687,  and  circumference  178.1283.     Therefore  area  for  567  =  252496.87  and 
•circumference  =  1781.283. 

To  compute  the  area  or  circumference  of  a  diameter  greater 
than  1000: 

Divide  by  a  factor,  as  2,  3,  4,  5,  etc.,  if  practicable,  that  will 
leave  a  quotient  to  be  found  in  table,  then  multiply  the  tabular 
area  of  the  quotient  by  the  square  of  the  factor,  or  the  tabular 
circumference  by  the  factor. 

EXAMPLE—  Wanted  the  area  and  circumference  ot  2109.    Dividing  by  3,  the  quotient 
is  703,  for  which  the  area  is  388150.84  and  the  circumference  2208.54.    Therefore  area 
of  2109  =  388150.84  X  &  =  3493357.56  and  circumference  =  2208.54  X  3  =  6625.62. 

237 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

LOGARITHMS  OF  NUMBERS. 

No. 

0 

1 

2 

3 

0128 

4 

5 

6 

7 

8 

9 

Diff. 

10 

11 
12 
13 

0000 

0043 

0086 

0170 

0212 

0253 

0294 

0334 

0374 

40 

37 
33 
31 

0414 
0792 
1139 

0453 
0828 
1173 

0492 
0864 
1206 

0531 
0899 
1239 

0569 
0934 
1271 

0607 
0969 
1303 

0645 
1004 
1335 

0682 
1038 
1367 

0719 
1072 
1399 

0755 
1106 
1430 

14 
15 
16 

1461 
1761 
2041 

1492 
1790 
2068 

1523 
1818 
2095 

1553 
1847 
2122 

1584 

1875 
2148 

1614 
1903 
2175 

1644 
1931 
2201 

1673 
1959 
2227 

1703 
1987 
2253 

1732 
2014 
2279 

29 
27 
25 

17 
18 
19 

20 

21 
22 
23 

2304 
2553 

2788 

2330 

2577 
2810 

2355 
2601 
2833 

2380 
2625 
2856 

2405 
2648 

2878 

2430 
2672 
2900 

2455 
2695 
2923 

2480 
2718 
2945 

2504 
2742 
2967 

2529 
2765 
2989 

24 
23 

21 

21 

20 
19 
18 

3010 

3032 

3054 

3263 
3464 
3655 

3075 

3096 

3118 

3139 

3160 

3181 

3201 

3222 
3424 
3617 

3243 

3444 
3636 

3284 
3483 
3674 

3304 
3502 
3692 

3324 
3522 
3711 

3345 
3541 
3729 

3365 
3560 

3747 

3385 
8579 
3766 

3404 
3598 
3784 

24 
25 
26 

3802 
3979 
4150 

3820 
3997 
4166 

3838 
4014 
4183 

3856 
4031 
4200 

3874 
4048 
4216 

3892 
4065 
4232 

3909 
4082 
4249 

3927 
4099 
4265 

3945 
4116 
4281 

3962 
4133 
4298 

17 
17 
16 

27 
28 
29 

30 

31 
32 
33 

4314 
4472 
4624 

4330 
4487 
4639 

4346 
4502 
4654 

4362 
4518 
4669 

4378 
4533 
4683 

4393 
4548 
4698 

4409 
4564 
4713 

4425 
4579 
4728 

4440  4456 
4594  4609 
4742  4757 

488614900 

16 
15 
14 

14 

13 

13 
13 

4771 

4786 

4800 

4942 
5079 
5211 

4814 

4829 

4843 

4857 

4871 

4914 
5051 
5185 

4928 
5065 
5198 

4955 
5092 
5224 

4969 
5105 
5237 

4983 
5119 
5250 

4997 
5132 
5263 

5011 
5145 
5276 

5024 
5159 
5289 

5038 
5172 
5302 

34 
35 
36 

5315 
5441 
5563 

5328 
5453 
5575 

5340 
5465 
5587 

5353 

5478 
5599 

5366 
5490 
5611 

5378 
5502 
5623 

5391 
5514 
5635 

5403 
5527 
5647 

5416 
5539 
5658 

5428 
5551 
5670 

13 
12 
12 

37 
38 
39 

5682 
5798 
5911 

5694 
5809 
5922 

5705 
5821 
5933 

5717 
5832 
5944 

5729 
5843 
5955 

5740 
5855 
5966 

5752 
5866 
5977 

5763 
5877 
5988 

5775 
5888 
5999 

5786 
5899 
6010 

12 
12 

11 

Diff. 

No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

238 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

LOGARITHMS  OF  NUMBERS-Continued. 

No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

Diff. 

40 

41 
42 
43 

6021 

6031 

6042 

6053 

6064 

6075 

6085 

6096 

6107 

6117 

6222 
6325 
6425 

11 

10 
10 
10 

6128 
6232 
6335 

6138 
6243 
6345 

6149 
6253 
6355 

6160 
8263 
6365 

6170 
6274 
6375 

6180 
6284 
6385 

6191 
6294 
6395 

6201 
6304 
6405 

6212 
6314 
6415 

44 
45 
46 

6435 
6532 
6628 

6444 
6542 
6637 

6454 
6551 
6646 

6464 
6561 
6656 

6474 
6571 
6665 

6484 
6580 
6675 

6493 
6590 
6684 

6503 
6599 
6693 

6513 
6609 
6702 

6522 
6618 
6712 

10 
10 
9 

47 
48 
49 

50 

51 
52 
53 

6721 
6812 
6902 

6730 
6821 
6911 

6739 
6830 
6920 

7007 

6749 
6839 
6928 

6758 
6848 
6937 

6767 
6857 
6946 

6776 
6866 
6955 

6785 
6875 
6964 

6794 
6884 
6972 

6803 
6893 
6981 

9 
9 
9 

9 

8 
8 
8 

6990 

6998 

7016 

7024 

7033 

7042 

7050 

7059 

7067 

7076 
7160 
7243 

7084 
7168 
7251 

7093 

7177 
7259 

7101 
7185 
7267 

7110 
7193 

7275 

7118 
7202 

7284 

7126 
7210 
7292 

7135 
7218 
7300 

7143 
7226 
7308 

7152 
7235 
7316 

54 
55 
56 

7324 
7404 

7482 

7332 
7412 
7490 

7340 
7419 
7497 

7348 
7427 
7505 

7356 
7435 
7513 

7364 
7443 
7520 

7372 
7451 
7528 

7380 
7459 
7536 

7388 
7466 
7543 

7396 
7474 
7551 

8 
8 

8 

57 
58 
59 

6O 

61 
62 
63 

7559 
7634 
7709 

7566 
7642 
7716 

7574 
7649 
7723 

7582 
7657 
7731 

7589 
7664 

7738 

7597 
7672 
7745 

7604 
7679 
7752 

7612 
7686 
7760 

7619 
7694 
7767 

7839 

7910 
7980 
8048 

7627 
7701 

7774 

7 
8 

8 

7 

7 
6 
7 

7782 

7789 

7860 
7931 
8000 

7796 

7803 

7810 

7818 

7825 

7832 

7846 

7853 
7924 
7993 

7868 
7938 
8007 

7875 
7945 
8014 

7882 
7952 
8021 

7889 
7959 
8028 

7896 
7966 
8035 

7903 
7973 
8041 

7917 
7987 
8055 

64 
65 
66 

8062 
8129 
8195 

8069 
8136 
8202 

8075 
8142 
8209 

8082 
8149 
8215 

8089 
8156 

8222 

8096 
8162 
8228 

8102 
8169 
8235 

8109 
8176 
8241 

8116 
8182 
8248 

8122 
8189 
8254 

7 
6 
7 

67 

68 
69 

No. 

8261 
8325 

8388 

8267  8274 
8331  8338 
8395  8401 

8280 
8344 
8407 

8287 
8351 
8414 

8293 
8357 
8420 

8299 
8363 
8426 

8306 
8370 
8432 

8312 
8376 
8439 

8 

8319 
8382 
8445 

6 
6 

6 

Diff. 

0 

1 

2 

3 

4 

5 

6 

7 

9 

239 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

LOGARITHMS  OP  NUMBERS—  Continued. 

No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

Diff. 

70 

71 
72 
73 

8451 

8513 
8573 
8633 

8457 

8463 

8470 

8476 

8482 

8488 

8494 

8500 

8506 

7 

6 
6 
6 

8519 
8579 
8639 

8525 
8585 
8645 

8531 
8591 
8651 

8537 
8597 
8657 

8543 
8603 
8663 

8549 
8609 
8669 

8555 
8615 
8675 

8561 
8621 
8681 

8567 
8627 
8686 

74 
75 
76 

8692  8698 
875118756 
8808  i  8814 

8704 
8762 
8820 

8710 
8768 
8825 

8716 
8774 
8831 

8722 
8779 

8837 

8727 
8785 
8842 

8733 
8791 
8848 

8739 
8797 
8854 

8745 
8802 
8859 

6 
6 
6 

77 
78 
79 

80 

81 
82 
83 

8865 
8921 
8976 

903T 

9085 
9138 
9191 

8871 
8927 
8982 

9036 

8876 
8932 
8987 

8882 
8938 
8993 

8887 
8943 
8998 

8893 
8949 
9004 

8899 
8954 
9009 

8904 
8960 
9015 

8910 
8965 
9020 

8915 
8971 
9025 

6 
5 
6 

6 

5 
5 
5 

9042 

9047 

9053 

9058 

9112 
9165 
9217 

9063 

9069 

9074 

9079 

9090 
9143 
9196 

9096 
9149 
9201 

9101 
9154 
9206 

9106 
9159 
9212 

9117 
9170 
9222 

9122 
9175 
9227 

9128 
9180 
9232 

9133 
9186 
9238 

84 
85 
86 

9243 
9294 
9345 

9248 
9299 
9350 

9253 
9304 
9355 

9258 
9309 
9360 

9263 
9315 
9365 

9269 
9320 
9370 

9274 
9325 
9375 

9279 
9330 
9380 

9284 
9335 
9385 

9289 
9340 
9390 

5 
5 
5 

87 
88 
89 

90 

91 
92 
93 

9395 
9445 
9494 

9542 

9590 
9638 
9685 

9400 
9450 
9499 

9547 

9405 
9455 
9504 

9410 
9460 
9509 

9415 
9465 
9513 

9420 
9469 
9518 

9425 
9474 
9523 

9430 
9479 
9528 

9435 
9484 
9533 

9440 
9489 
9538 

5 
5 

4 

4 

5 
5 
4 

9552 

9557 

9562 

9609 
9657 
9703 

9566 

9571 

9576 

9581 

9586 

9595 
9643 
9689 

9600 
9647 
9694 

9605 
9652 
9699 

9614 
9661 
9708 

9619 
9666 
9713 

9624 
9671 
9717 

9628 
9675 
9722 

9633 
9680 
9727 

94 
95 
96 

9731 
9777 
9823 

9736 
9782 
9827 

9741 
9786 
9832 

9745 
9791 
9836 

9750 
9795 
9841 

9754 
9800 
9845 

9759 
9805 
9850 

9763 
9809 
9854 

9768 
9814 
9859 

9773 
9818 
9863 

4 
5 
5 

97 
98 
99 

9868  9872 
9912  9917 
9956  9961 

9877 
9921 
9965 

9881 
9926 
9969 

9886 
9930 
9974 

9890 
9934 
9978 

9894 
9939 
9983 

9899 
9943 
9987 

9903 
9948 
9991 

9908 
9952 
9996 

4 
4 
4 

No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

Diff 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


NATTJBAIi  SINES,  TANGENTS  AND  SECANTS , 
Advancing  by  1O  min. 


Deg. 

Min 

Sine. 

Tangent. 

Secant. 

Deg. 

Min 

Sine. 

Tangent. 

Secant. 

0 

00 

.0000 

.0000 

1.0000 

5 

00 

.0872 

.0875 

1.0038 

10 

.0029 

.0029 

1.0000 

10 

.0901 

.0904 

1.0041 

20 

.0058 

.0058 

1.0000 

20 

.0929 

.0934 

1.0043 

30 

.0087 

.0087 

1.0000 

30 

.0958 

.0963 

1.0046 

40 

.0116 

.0116 

1.0001 

40 

.0987 

.0992 

1.0049 

50 

.0145 

.0145 

1.0001 

50 

.1016 

.1022 

1.0052 

1 

00 

.0175 

.0175 

1.0002 

6 

00 

.1045 

.1051 

1.0055 

10 

.0204 

.0204 

1.0002 

10 

.1074 

.1080 

1.0058 

20 

.0233 

.0233 

1.0003 

20 

.1103 

.1110 

1.0061 

30 

.0262 

.0262 

1.0003 

30 

.1132 

.1139 

1.0065 

40 

.0291 

.0291 

1.0004 

40 

.1161 

.1169 

1.0068 

50 

.0320 

.0320 

1.0005 

50 

.1190 

.1198 

1.0072 

a 

00 

.0349 

.0349 

1.0006 

7 

00 

.1219 

.1228 

1.0075 

10 

.0378 

.0378 

1.0007 

10 

.1248 

.1257 

1.0079 

20 

.0407 

.0407 

1.0008 

20 

.1276 

.1287 

1.0082 

30 

.0436 

.0437 

1.0010 

30 

.1305 

.1317 

1.0086 

40 

.0465 

.0466 

1.0011 

40 

.1334 

.1346 

1.0090 

50 

.0494 

.0495 

1.0012 

50 

.1363 

.1376 

1.0094 

3 

00 

.0523 

.0524 

1.0014 

8 

00 

.1392 

.1405 

1.0098 

10 

.0552 

.0553 

1.0015 

10 

.1421 

.1435 

1.0102 

20 

.0581 

.0582 

1.0017 

20 

.1449 

.1465 

1.0107 

30 

.0610 

.0612 

1.0019 

30 

.1478 

.1495 

1.0111 

40 

.0640 

.0641 

1.0021 

40 

.1507 

.1524 

1.0116 

50 

.0669 

.0670 

1.0022 

50 

.1536 

.1554 

1.0120 

4 

00 

.0698 

.0699 

1.0024 

9 

00 

.1564 

.1584 

1.0125 

10 

.0727 

.0729 

1.0027 

10 

.1593 

.1614 

1.0129 

20 

.0756 

.0758 

1.0029 

20 

.1622 

.1644 

1.0134 

30 

.0785 

.0787 

1.0031 

30 

.1650 

.1673 

1.0139 

40 

.0814 

.0816 

1.0033 

40 

.1679 

.1703 

1.0144 

50 

.0843 

.0846 

1.0036 

50 

.1708 

.1733 

1.0149 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

NATURAL  SINES,  TANGENTS  AND  SECANTS. 

(CONTINUED.) 

Deg. 

Min.    Sine. 

Tangent.  Secant. 

Deg. 

Min. 

Sine. 

Tangent. 

Secant. 

10 

00 
10 
20 

.1736 

.1765 
.1794 

.1763 
.1793 

.1823 

1.0154 
1.0160 
1.0165 

15 

00 
10 
20 

.2588 
.2616 
.2644 

.2679 
.2711 
.2742 

1.0353 
1.0361 
1.0369 

30 
40 
50 

.1822 
.1851 
.1880 

.1853 
.1883 
.1914 

1.0170 
1.0176 
1.0181 

30 
40 
50 

.2672 
.2700 

.2728 

.2773 
.2805 
.2836 

1.0377 
1.0386 
1.0394 

11 

00 
10 
20 

.1908 
.1937 
.1965 

.1944 
.1974 
.2004 

1.0187 
1.0193 
1.0199 

16 

00 
10 
20 

.2756 

.2784 
.2812 

.2867 
.2899 
.2931 

1.0403 
1.0412 
1.0421 

30 
40 
50 

.1994 
.2022 
.2051 

.2035 
.2065 
.2095 

1.0205 
1.0211 
1.0217 

30 
40 
50 

.2840 
.2868 
.2896 

.2962 
.2994 
.3026 

1.0429 
1.0439 
1.0448 

12 

00 
10 
20 

.2079 
,2108 
.2136 

.2126 
.2156 
.2186 

1.0223 
1.0230 
1.0236 

17 

00 
10 
20 

.2924 
.2952 
.2979 

.3057 
.3089 
.3121 

1.0457 
1.0466 
1.0476 

30 
40 
50 

.2164 
.2193 
.2221 

.2217 

.2247 
.2278 

1.0243 
1.0249 
1.0256 

30 
40 
50 

.3007 
.3035 
.3062 

.3153 

.3185 
.3217 

1.0485 
1.0495 
1.0505 

13 

00 
10 
20 

.2250 

.2278 
.2306 

.2309 
.2339 
.2370 

1.0263 
1.0270 
1.0277 

18 

00 
10 
20 

.3090 
.3118 
.3145 

.3249 
.3281 
.3314 

1.0515 
1.0525 
1.0535 

30 
40 
50 

.2334 
.2363 
.2391 

.2401 
.2432 

.2462 

1.0284 
1.0291 
1.0299 

30 
40 
50 

.3173 
.3201 
.3228 

.3346 
.3378 
.3411 

1.0545 
1.0555 
1.0566 

14 

00 
10 
20 

.2419 
.2447 
.2476 

.2493 
.2524 
.2555 

1.0306 
1.0314 
1.0321 

19 

00 
10 
20 

.3256 
.3283 
.3311 

.3443 
.3476 
.3508 

1.0576 
1.0587 
1.0598 

30 
40 
50 

.2504 
.2532 
.2560 

.2586 
.2617 
.2648 

1.0329 
1.0337 
1.0345 

30 
40 
50 

.3338 
.3365 
.3393 

.3541 
.3574 
.3607 

1.0608 
1.0619 
1.0631 

THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


NATUKAL  SINES,  TANGENTS  AND  SECANTS. 

(CONTINUED.) 


" 

Mi, 

Sine. 

Tangent. 

Secant. 

Deg.  jMin. 

Sine.  Tangent. 

Secant. 

20 

00 

.3420 

.3640 

1.0642 

25 

00 

.4226 

.4663 

1.1034 

10 

.3448 

.3673 

1.0653 

10 

.4253 

.4699 

1.1049 

20 

.3475 

.3706 

1.0665 

20 

.4279 

.4734 

1.1064 

30 

.3502 

.3739 

1.0676 

30 

.4305 

.4770 

1.1079 

40 

.3529 

.3772 

1.0688 

40 

.4331 

.4806 

1.1095 

50 

.3557 

.3805 

1.0700 

50 

.4358 

.4841 

1.1110 

21 

00 

.3584 

.3839 

1.0711 

26 

00 

.4384 

.4877 

1.1126 

10 

.3611 

.3872 

1.0723 

10 

.4410 

.4913 

1.1142 

20 

.3638 

.3906 

1.0736 

20 

.4436 

.4950 

1.1158 

30 

.3665 

.3939 

1.0748 

30 

.4462 

.4986 

1.1174 

40 

.3692 

.3973 

1.0760 

40 

.4488 

.5022 

1.1190 

50 

.3719 

.4006 

1.0773 

50 

.4514 

.5059 

1.1207 

22 

00 

.3746 

.4040 

1.0785 

27 

00 

.4540 

.5095 

1.1223 

10 

.3773 

.4074 

1.0798 

10 

.4566 

.5132 

1.1240 

20 

.3800 

.4108 

1.0811 

20 

.4592 

.5169 

1.1257 

30 

.3827 

.4142 

1.0824 

30 

.4617 

.5206 

1.1274 

40 

.3854 

.4176 

1.0837 

40 

.4643 

.5243 

1.1291 

50 

.3881 

.4210 

1.0850 

50 

.4669 

.5280 

1.1308 

23 

00 

.3907 

.4245 

1.0864 

28 

00 

.4695 

.5317 

1.1326 

10 

.3934 

.4279 

1.0877 

10 

.4720 

.5354 

1.1343 

20 

.3961 

.4314 

1.0891 

20 

.4746 

.5392 

1.1361 

30 

.3987 

.4348 

1.0904 

30 

.4772 

.5430 

1.1379 

40 

.4014 

.4383 

1.0918 

40 

.4797 

.5467 

1.1397 

50 

.4041 

.4417 

1.0932 

50 

.4823 

.5505 

1.1415 

24 

00 

.4067 

.4452 

1.0946 

29 

00 

.4848 

.5543 

1.1434 

10 

.4094 

.4487 

1.0961 

10 

.4874 

.5581 

1.1452 

20 

.4120 

.4522 

1.0975 

20 

.4899 

.5619 

1.1471 

30 

.4147 

.4557 

1.0989 

30 

.4924 

.5658 

1.1490 

40 

.4173 

.4592 

1.1004 

40 

.4950 

.5696 

1.1509 

50 

.4200 

.4628 

1.1019 

50 

.4975 

.5735 

1.1528 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

NATURAL  SINES,  TANGENTS  AND  SECANTS. 

(CONTINUED.) 

De, 

Min. 

00 
10 
20 

Sine. 

Tangent. 

Secant. 

Deg. 

Min. 

00 
10 
20 

Sine. 

.5736 
.5760 
.5783 

Tangent. 

Secant. 

30 

.5000 
.5025 
.5050 

.5774 
.5812 
.5851 

1.1547 
1.1566 
1.1586 

35 

.7002 
.7046 
.7089 

1.2208 
1.2233 
1.2258 

30 
40 
50 

.5075 
.5100 
.5125 

.5890 
.5930 
.5969 

1.1606 
1.1626 
1.1646 

30 
40 
50 

.5807 
.5831 
.5854 

.7133 
.7177 
.7221 

1.2283 
1.2309 
1.2335 

31 

00 
10 
20 

.5150 
.5175 
.5200 

.6009 
.6048 
.6088 

1.1666 
1.1687 
1.1707 

36 

00 
10 
20 

.5878 
.5901 
.5925 

.7265 
.7310 
.7355 

1.2361 
1.2387 
1.2413 

30 
40 
50 

.5225 
.5250 
.5275 

.6128 
.6168 
.6208 

1.1728 
1.1749 
1.1770 

30 
40 
50 

.5948 
.5972 
.5995 

.7400 
.7445 
.7490 

1.2440 
1.2467 
1.2494 

32 

00 
10 
20 

.5299 
,5324 
.5348 

.6249 
.6289 
.6330 

1.1792 
1.1813 
1.1835 

37 

00 
10 
20 

.6018 
.6041 
.6065 

.7536 
.7581 
.7627 

1.2521 
1.2549 
1.2577 

30 
40 
50 

.5373 
.5398 
.5422 

.6371 
.6412 
.6453 

1.1857 
1.1879 
1.1901 

30 
40 
50 

.6088 
.6111 
.6134 

.7673 
.7720 
.7766 

1.2605 
1.2633 
1.2661 

33 

00 
10 
20 

.5446 
.5471 
.5495 

.6494 
.6536 
.6577 

1.1924 
1.1946 
1.1969 

38 

00 
10 
20 

.6157 
.6180 
.6202 

.7813 
.7860 
.7907 

1.2690 
1.2719 
1.2748 

30 
40 
50 

.5519 
.5544 
.5568 

.6619 
.6661 
.6703 

1.1992 
1.2015 
1.2039 

30 
40 
50 

.6225 
.6248 
.6271 

.7954 
.8002 
.8050 

1.2778 
1.2808 
1.2837 

34 

00 
10 
20 

.5592 
.5616 
.5640 

.6745 
.6787 
.6830 

1.2062 
1.2086 
1.2110 

39 

00 
10 

20 

.6293 
.6316 
.6338 

.8098 
.8146 
.8195 

1.2868 
1.2898 
1.2929 

30 
40 
50 

.5664 
.5688 
.5712 

.6873 
.6916 
.6959 

1.2134 
1.2158 
1.2183 

30 
40 
50 

.6361 
.6383 
.6406 

.8243 
.8292 
.8342 

1.2960 
1.2991 
1.3022 

244 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

NATURAL  SINES,  TANGENTS  AND  SECANTS. 

(CONTINUED.) 

Deg. 
40 

Min. 

00 
10 
20 

Sine. 

Tangent. 

Secant. 

Deg.lMin. 

Sine. 

Tangent. 

Secant. 

.6428 
.6450 
.6472 

.8391 
.8441 
.8491 

1.3054 
1.3086 
1.3118 

45 

00 
10 
20 

.7071 
.7092 
.7112 

1.0000 
1.0058 
1.0117 

1.4142 
1.4183 
1.4225 

30 
40 
50 

.6494 
.6517 
.6539 

.8541 
.8591 
.8642 

1.3151 
1.3184 
1.3217 

30 
40 
50 

.7133 
.7153 
.7173 

1.0176 
1.0235 
1.0295 

1.4267 
1.4310 
1.4352 

41 

00 
10 
20 

.6561 
.6583 
.6604 

.8693 
.8744 
.8796 

1.3250 
1.3284 
1.3318 

46 

00 
10 
20 

.7193 
.7214 
.7234 

1.0355 
1.0416 
1.0477 

1.4396 
1.4439 
1.4483 

30 
40 
50 

.6626 
.6648 
.6670 

.8847 
.8899 
.8952 

1.3352 
1.3386 
1.3421 

30 
40 
50 

.7254 
.7274 
,7294 

1.0538 
1.0599 
1.0661 

1.4527 
1.4572 
1.4617 

42 

00 
10 
20 

.6691 
.6713 
.6734 

.9004 
.9057 
.9110 

1.3456 
1.3492 
1.3527 

47 

00 
10 
20 

.7314 
.7333 
.7353 

1.0724 
1.0786 
1.0850 

1.4663 
1.4709 
1.4755 

30 
40 
50 

.6756 
.6777 
.6799 

.9163 
.9217 
.9271 

1.3563 
1.3600 
1.3636 

30 
40 
50 

.7373 
.7392 
.7412 

1.0913 
1.0977 
1.1041 

1.4802 
1.4849 
1.4897 

43 

00 
10 
20 

.6820 
.6841 
.6862 

.9325 
.9380 
.9435 

1.3673 
1.3711 
1.3748 

48 

00 
10 
20 

.7431 
.7451 
.7470 

1.1106 
1.1171 
1.1237 

1.4945 
1.4993 
1.5042 

30 
40 
50 

.6884 
.6905 
.6926 

.9490 
.9545 
.9601 

1.3786 
1.3824 
1.3863 

30 
40 
50 

.7490 
.7509 
.7528 

1.1303 
1.1369 
1.1436 

1.5092 
1.5141 
1.5192 

44 

00 
10 
20 

.6947 
.6967 
.6988 

.9657 
.9713 
.9770 

1.3902 
1.3941 
1.3980 

49 

00 
10 
20 

.7547 
.7566 
.7585 

1.1504 
1.1571 
1.1640 

1.5243 
1.5294 
1.5345 

30 
40 
50 

.7009 
.7030 
.7050 

.9827 
.9884 
.9942 

1.4020 
1.4061 
1.4101 

30 
40 
50 

.7604 
.7623 
.7642 

1.1708 
1.1778 
1.1847 

1.5398 
1.5450 
1.5504 

245 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

NATURAL  SINES,  TANGENTS  AND  SECANTS. 

(CONTINUED.) 

•Beg. 
50 

Min. 

00 
10 
20 

Sine. 

Tangent. 

Secant. 

De, 
55 

Min. 

00 
10 
20 

i 
Sine. 

Tangent. 

Secant. 

.7660 
.7679 
.7698 

1.1918 
1.1988 
1.2059 

1.5557 
1.5611 
1.5666 

.8192 
.8208 
.8225 

1.4281 
1.4370 
1.4460 

1.7434 
1.7507 
1.7581 

30 
40 
50 

.7716 
.7735 
.7753 

1.2131 
1.2203 
1.2276 

1.5721 
1.5777 
1.5833 

30 
40 
50 

.8241 
.8258 

.8274 

1.4550 
1.4641 
1.4733 

1.7655 
1.7730 
1.7806 

51 

00 
10 
20 

.7771 
.7790 
.7808 

1.2349 
1.2423 
1.2497 

1.5890 
1.5948 
1.6005 

56 

00 
10 
20 

.8290 
.8307 
.8323 

1.4826 
1.4919 
1.5013 

1.7883 
1.7960 
1.8039 

30 
40 
50 

.7826 
.7844 
.7862 

1.2572 
1.2647 
1.2723 

1.6064 
1.6123 
1.6183 

30 
40 
50 

.8339 
.8355 
.8371 

1.5108 
1.5204 
1.5301 

1.8118 
1.8198 
1.8279 

52 

00 

10 
20 

.7880 
.7898 
.7916 

1.2799 
1.2876 
1.2954 

1.6243 
1.6303 
1.6365 

57 

00 
10 
20 

.8387 
.8403 
.8418 

1.5399 
1.5497 
1.5597 

1.8361 
1.8443 
1.8527 

30 
40 
50 

.7934 
.7951 
.7969 

1.3032 
1.3111 
1.3190 

1.6427 
1.6489 
1.6553 

30 
40 
50 

.8434 
.8450 
.8465 

1.5697 
1.5798 
1.5900 

1.8612 
1.8699 
1.8783 

53 

00 
10 
20 

.7986 
.8004 
.8021 

1.3270 
1.3351 
1.3432 

1.6616 
1.6681 
1.6746 

58 

00 
10 
20 

.8480 
.8496 
.8511 

1.6003 
1.6107 
1.6213 

1.8871 
1.8959 
1.9048 

30 
40 
50 

.8039 
.8056 
.8073 

1.3514 
1.3597 
1.3680 

1.6812 
1.6878 
1.6945 

30 
40 
50 

.8526 
.8542 
.8557 

1.6319 
1.6426 
1.6534 

1.9139 
1.9230 
1.9323 

54 

00 
10 
20 

.8090 
.8107 
.8124 

1.3764 
1.3848 
1.3934 

1.7013 
1.7081 
1.7151 

59 

00 
10 
20 

.8572 
.8587 
.8601 

1.6643 
1.6753 
1.6864 

1.9416 
1.9511 
1.9606 

30 
40 
50 

.8141 
.8158 
.8175 

1.4019 
1.4106 
1.4193 

1.7221 
1.7291 
1.7362 

30 
40 
50 

.8616 
.8631 
.8646 

1.6977 
1.7090 
1.7205 

1.9703 
1.9801 
1.9900 

246 

THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 

NATURAL  SINES,  TANGENTS  AND  SECANTS. 

(CONTINUED.) 

Deg. 

Min. 

00 
10 
20 

Sine. 

Tangent. 

Secant. 

Deg. 
65 

Min. 

Sine. 

Tangent. 

Secant. 

60 

.8660 
.8675 
.8689 

1.7321 
1.7437 
1.7556 

2.0000 
2.0101 
2.0204 

00 

10 
20 

.9063 
.9075 
.9088 

2.1445 
2.1609 
2.1775 

2.3662 
2.3811 
2.3961 

30 
40 
50 

.8704 
.8718 
.8732 

1.7675 
1.7796 
1.7917 

2.0308 
2.0413 
2.0519 

30 
40 
50 

.9100 
.9112 
.9124 

2.1943 
2.2113 
2.2286 

2.4114 
2.4269 
2.4426 

61 

00 
10 

20 

.8746 
.8760 
.8774 

1.8040 
1.8165 
1.8291 

2.0627 
2.0736 
2.0846 

66 

00 
10 
20 

.9135 
.9147 
.9159 

2.2460 
2.2637 

2.2817 

2.4586 
2.4748 
2.4912 

30 
40 
50 

.8788 
.8802 
.8816 

1.8418 
1.8546 
1.8676 

2.0957 
2.1070 
2.1185 

30 
40 
50 

.9171 
.9182 
.9194 

2.2998 
2.3183 
2.3369 

2.5078 
2.5247 
2.5419 

62 

00 
10 
20 

.8829 
.8843 
.8857 

1.8807 
1.8940 
1.9074 

2.1301 
2.1418 
2.1537 

67 

00 
10 
20 

.9205 
.9216 
.9228 

2.3559 
2.3750 
2.3945 

2.5593 
2.5770 
2.5940 

30 
40 
50 

.8870 
.8884 
.8897 

1.9210 
1.9347 
1.9486 

2.1657 
2.1786 
2.1902 

30 
40 
50 

.9239 
.9250 
.9261 

2.4141 
2.4342 
2.4545 

2.6131 
2.6316 
2.6504 

63 

00 
10 
20 

.8910 
.8923 
.8936 

1.9626 
1.9768 
1.9912 

2.2027 
2.2153 

2.2282 

68 

00 
10 

20 

.9272 
.9283 
.9293 

2.4751 
2.4960 
2.5172 

2.6695 
2.6888 
2.7085 

30 
40 
50 

.8949 
.8962 
.8975 

2.0057 
2.0204 
2.0353 

2.2412 
2.2543 
2.2677 

30 
40 
50 

.9304 
.9315 
.9325 

2.5386 
2.5605 
2.5826 

2.7285 
2.7488 
2.7695 

64 

00 
10 
20 

.8988 
.9001 
.9013 

2.0503 
2.0655 
2.0809 

2.2812 
2.2949 
2.3088 

69 

00 
10 
20 

.9336 
.9346 
.9356 

2.6051 
2.6279 
2.6511 

2.7904 
2.8117 
2.8334 

30 
40 
50 

.9026 
.9038 
.9051 

2.0965 
2.1123 
2.1283 

2.3228 
2.3371 
2.3515 

30 
40 
50 

.9367 
.9377 
.9387 

2.6746 
2.6985 
2.7228 

2.8555 
2.8779 
2.9006 

247 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

NATURAL  SINES,  TANGENTS  AND  SECANTS 

Deg. 
70 

(CONTINUED.) 

Min. 

Sine. 

Tangent. 

Secant. 

Deg. 

Min. 

Sine. 

i 
Tangent.1  Secant 

00 
10 
20 

.9397 
.9407 
.9417 

2.7475 
2.7725 
2.7980 

2.9238 
2.9474 
2.9713 

75 

00 
10 
20 

.9659 
.9667 
.9674 

3.7321 
3.7760 
3.8208 

3.8637 
3.9061 
3.9495 

30 
40 
50 

.9426 
.9436 
.9446 

2.8239 
2.8502 
2.8770 

2.9957 
3.0206 
3.0458 

30 
40 
50 

.9681 
.9689 
.9696 

3.8667 
3.9136 
3.9617 

3.9939 
4.0394 
4.0859 

71 

00 
10 
20 

.9455 
.9465 
.9474 

2.9042 
2.9319 
2.9600 

3.0716 
3.0977 
3.1244 

76 

00 
10 
20 

.9703 
.9710 
.9717 

4.0108 
4.0611 
4.1126 

4.1336 
4.1824 
4.2324 

30 
40 
50 

.9483 
.9492 
.9502 

2.9887 
3.0178 
3.0475 

3.1515 
3.1792 
3.2074 

30 

40 
50 

.9724 
.9730 
.9737 

4.1653 
4.2193 
4.2747 

4.2837 
4.3362 
4.3901 

72 

00 
10 
20 

.9511 
.9520 
.9528 

3.0777 
3.1084 
3.1397 

3.2361 
3.2653 
3.2951 

77 

00 
10 
20 

.9744 
.9750 
.9757 

4.3315 
4.3897 
4.4494 

4.4454 
4.5022 
4.5604 

30 
40 
50 

.9537 
.9546 
.9555 

3.1716 
3.2041 
3.2371 

3.3255 
3.3565 
3.3881 

30 
40 
50 

.9763 
.9769 
.9775 

4.5107 
4.5736 
4.6382 

4.6202 
4.6817 
4.7448 

73 

00 
10 
20 

.9563 
.9572 
.9580 

3.2709 
3.3052 
3.3402 

3.4203 
3.4532 
3.4867 

78 

00 
10 
20 

.9781 
.9787 
.9793 

4.7046 
4.7729 
4.8430 

4.8097 
4.8765 
4,9452 

30 
40 
50 

.9588 
.9596 
.9605 

3.3759 
3.4124 
3.4495 

3.5209 
3.5559 
3.5915 

30 
40 
50 

.9799 
.9805 
.9811 

4.9152 
4.9894 
5.0658 

5.0159 
5.0886 
5.1636 

74 

00 
10 
20 

.9613 
.9621 
.9628 

3.4874 
3.5261 
3.5656 

3.6280 
3.6652 
3.7032 

79 

00 
10 
20 

.9816 
.9822 
.9827 

5.1446 
5.2257 
5.3093 

5.2408 
5.3205 
5.4026 

30 
40 
50 

.9636 
.9644 
.9652 

3.6059 
3.6470 
3.6891 

3.7420 
3.7817 
3.8222 

30 
40 
50 

.9833 
.9838 
.9843 

5.3955 
5.4845 
5.5764 

5.4874 
5.5749 
5.6653 

248 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 

NATURAL  SINES,  TANGENTS  AND  SECANTS. 

(CONTINUED.) 

Deg. 

Mm 

Sine. 

Tangent.  Secant. 

Beg. 

Min 

00 
10 
20 

Sine. 

Tangent.  Secant. 

80 

00 
10 
20 

.9848 
.9853 
.9858 

5.6713 
5.7694 
5.8708 

5.7588 
5.8554 
5.9554 

85 

.9962 
.9964 
.9967 

11.430 
11.826 
12.251 

11.474 
11.868 
12.291 

30 
40 
50 

.9863 
.9868 
.9872 

5.9758 
6.0844 
6.1970 

6.0589 
i  6.1661 
6.2772 

30 
40 
50 

.9969 
.9971 
.9974 

12.706 
13.197 
13.727 

12.745 
13.235 
13.763 

81 

00 
10 
20 

.9877 
.9881 
.9886 

6.3138 
6.4348 
6.5606 

6.3925 
6.5121 
6.6363 

86 

00 
10 
20 

.9976 
.9978 
.9980 

14.301 
14.924 
15.605 

14.336 
14.958 
15.637 

30 
40 
50 

.9890 
.9894 
.9899 

6.6912 
6.8269 
6.9682 

6.7655 
6.8998 
7.0396 

30 
40 
50 

.9981 
.9983 
.9985 

16.350 
17.169 
18.075 

16.380 
17.198 
18.103 

82 

00 
10 
20 

.9903 
.9907 
.9911 

7.1154 
7.2687 
7.4287 

7.1S53 
7.3372 
7.4957 

87 

00 
10 
20 

.9986 
.9988 
.9989 

19.081 
20.206 
21.470 

19.107 
20.230 
21.494 

30 
40 
50 

.9914 
.9918 
.9922 

7.5958 
7.7704 
7.9530 

7.6613 
7.8344 
8.0156 

30 
40 
50 

.9990 
.9992 
.9993 

22.904 
24.542 
26.432 

22.926 
24.562 
26.451 

83 

00 
10 
20 

.9925 
.9929 
.9932 

8.1443 
8.3450 
8.5555 

8.2055 
8.4047 
8.6138 

88 

00 
10 
20 

.9994 
.9995 
.9996 

28.636 
31.242 
34.368 

28.654 
31.258 
34.382 

30 
40 
50 

.9936 
.9939 
.9942 

8.7769 
9.0098 
9.2553 

8.8337 
9.0652 
9.3092 

30 
40 
50 

.9997 
.9997 
.9998 

38.188 
42.964 
49.104 

38.202 
42.976 
49.114 

84 

00 
10 
20 

.9945 
.9948 
.9951 

9.5144 
9.7882 
10.0780 

9.5668 
9.8391 
10.1275 

89 

00 
10 
20 

.9998 
.9999 
.9999 

57.290 
68.750 
85.940 

57.299 
68.757 
85.946 

30 
40 
50 

.9954 
.9957 
.9959 

10.3854  10.4334 
10.7119  10.7585 
11.059411.1045 

30 
40 
50 

1.0000  114.589 
1.0000  171.885! 
1.0000  343.774 

114.593 
171.888 
343.775 

90 

00 

1.0000 

Infinite. 

Infinite. 

249 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

1 

1 

1 

I.  000000000 

51 

2601 

132651 

.019607843 

2 

4 

8 

.5000DOOOO 

52 

2704 

140  608 

.019230769 

3 

9 

27 

.333333333 

53 

2809 

148  877 

.018867925 

4 

16 

61 

.2.50000000 

54 

2916 

157  464 

.018518519 

5 

25 

125 

.200000000 

55 

3025 

166  375 

.018181818 

6 

36 

216 

.166666667 

56 

3136 

175616 

.017857143 

7 

49 

343 

.142857143 

57 

3249 

185  193 

.017543860 

8 

64 

512 

.125000000 

58 

3364 

195  112 

.017241379 

9 

81 

729 

.111111111 

59 

3481 

205  379 

.016949153 

10 

100 

1000 

.100000000 

60 

3600 

216000 

.016666667 

11 

121 

1R31 

.090909091 

61 

3721 

226  981 

.016393443 

12 

144 

1728 

.083333333 

62 

3844 

238328 

.016129032 

IS 

169 

2197 

.076923077 

63 

3969 

250047 

.015873016 

14 

196 

2744 

.071428571 

64 

4096 

262  144 

.015625000 

15 

225 

3375 

.066666667 

65 

4225 

274625 

.015384615 

16 

256 

4096 

.062500000 

66 

4356 

287496 

.015151515 

17 

289 

4913 

.058823529 

67 

4489 

300  763 

.014925373 

18 

324 

5832 

.055555556 

68 

4624 

314  432 

.014705882 

19 

361 

6859 

.052631579 

4761 

328  509 

.014492754 

2L» 

400 

8000 

.050000000 

70 

4900 

343  000 

.014285714 

21 

441 

9261 

.047619048 

71 

50  4i 

357  911 

.014084507 

22 

484 

10648 

.045454545 

72 

5184 

373  248 

.013888889 

23 

529 

12167 

.043478260 

73 

5329 

389  017 

.013698630 

24 

576 

13824 

.041666667 

74 

5476 

405224 

.013513514 

25 

625 

15625 

.040000000 

75 

56i:5 

421  875 

.013333333 

26 

676 

17576 

.038461538 

76 

5776 

438  976 

.013157895 

27 

729 

19683 

.037037037 

77 

5929 

456  5S3 

.012987013 

28 

784 

21952 

.035714286 

78 

6084 

474552 

.012820513 

20 

841 

24389 

.034482759 

79 

6241 

493  039 

.012658228 

30 

900 

27000 

.033333333 

80 

6400 

512000 

.012500000 

31 

961 

29791 

.032258065 

81 

6561 

531441 

.012345679 

32 

1024 

32768 

.031250000 

82 

6724 

551  368 

.012195122 

33 

1089 

&5  937 

.030303030 

83 

6889 

571  787 

.012048193 

34 

1156 

39304 

.029411765 

84 

7056 

592  704 

.011904762 

35 

1225 

42875 

.028571429 

85 

7225 

614125 

.011764706 

36 

1296 

46656 

.027777778 

86 

7396 

636056 

.011627907 

37 

1369 

50653 

.027027027 

87 

7569 

658503 

.011494253 

38 

1444 

64  872 

.026315789 

88 

7744 

681472 

.011363636 

39. 

1521 

69319 

.025641026 

89 

7921 

704  969 

.011235955 

40 

1600 

64000 

.025000000 

90 

8100 

729000 

.011111111 

41 

1681 

68921 

.024390244 

91 

8281 

753571 

.010989011 

42 

1764 

74088 

.023809524 

92 

8464 

778688 

.010869565 

43 

1849 

79507 

.023255814 

93 

8649 

804357 

.010752888 

44 

1936 

85184 

.022727273 

94 

8836 

830584 

.010638298 

45 

2025 

91125 

.022222222 

95 

9025 

857375 

.010526316 

46 

2116 

97336 

.021739130 

96 

9216 

884  736 

.010416667 

47 

2209 

103  823 

.021276600 

97 

94u9 

912  673 

.010309278 

48 

2304 

110  592 

.020^33335 

98 

9604 

941  192 

.010204082 

49 

2401 

117  649 

.020408163 

99 

98  OL 

970  299 

.010101010 

50 

2500 

125000 

.020000000 

100 

1  0000 

1000000 

.010000000 

25O 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Hos. 

Squares. 

Cubes. 

Reciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

101 
102 
103 
104 
105 

10201 
10404 
10609 
10816 
11025 

1  030  301 
1  061  208 
1  092  727 
1  124  864 
1  157  625 

.009900990 
.009803922 
.009708738 
.009615*85 
.009523810 

151 
1-52 
153 
154 
155 

22801 
23104 
23409 
23716 
24025 

3  442  951 
3  511  808 
3  581  677 
3  «52  264 
3  723  875 

.006622517 
.006578947 
.006535948 
.006493506 
.006451613 

106 
'107 
108 
109 
110 

11236 
1  J449 
11664 
11881 
12100 

1  191  016 
1  225  043 
I  259  712 
1  295  029 
1  331  000 

.009433962 
.009345794 
.0092,59259 
.009174312 
.009090909 

156 
157 
158 
159 
160 

24336 
24649 
24964 
25281 
25600 

3  796  416 
3  869  893 
3944312 
4  019  679 
4  096  000 

.006410256 
.006369427 
.006329114 
.006289308 
.006250000 

111 
111 

113 
114 
115 

12321 
12544 
12769 
12998 
13225 

1  367  631 
1  404  928 
1  442  897 
l  481  544 
1  520  875 

.009009009 
.008928571 
.008849558 
.008771930 
.008695652 

161 

162 
163 
164 
165 

25921 
26244 
26569 
26896 

2  72  25 

4  173  281 
4251528 
4  330  747 
4  410  944 
4  492  125 

.006211180 
.006172840 
.006134969 
.006097561 
.006060606 

116 
117 
118 
119 
120 

13456 
13689 
13924 
141  61 
14400 

1  560  896 
1  601  613 
1  643  032 
1  685  159 
1728000 

.008620690 
.008547009 
.008474576 
.008403361 
.008333333 

163 
167 
168 
169 
170 

27556 
27889 
28224 
28561 
28900 

4  574  296 
4  657  463 
4  741  632 
4  826  809 
4  913  OJO 

.006021096 
.005988024 
.005952381 
.0039171HO 

.005882353 

121 
122 
123 
124 
125 

14641 

14884 
15129 
1  53  76 
15825 

1  771  561 
1  815  848 
1  860  867 
1  906  624 
1  953  125 

.008264403 
.008196721 
.008130081 
.008064516 
.008000000 

171 
172 
173 
174 
175 

2  92  41 
29584 
29929 
30276 
30625 

5  000  211 
5  088  448 
5  177  717 
5  268  024 
5  359  375 

.005847953 
.005813953 

.O.)5780347 
.005747126 
.005714286 

126 
127 
128 
129 
130 

1  58  76 
16129 
16384 
16641 
16900 

2000376 
2  048  3K3 
2  097  152 
2  146  6S9 
2  197  000 

.007936508 
.007874016 
.007812)00 
.007751938 
.007692308 

176 
177 
178 
179 
ISO 

3  09  76 
31329 
31684 
32041 
32400 

5  451  776 
5  545  233 
5  639  752 
5  735  339 
5  832  GOO 

.005631818 
.005649718 
.005617978 
.005586592 
.005555556 

131 
132 
133 
134 
135 

17161 
17421 
17689 
17956 
18225 

2248091 
2  299  968 
2  352  637 
2  406  104 
2  460  375 

.007633588 
.007575758 
.007518797 
.007462687 
.007407407 

181 
182 
183 
184 
185 

32761 
3  31  24 
33489 
3  3S  56 
34225 

5  929  741 

6  028  568 
6  128  487 
6229504 
6  331  625 

.005524862 
.005494505 
.00,5464481 
.005434783 
.005405405 

136 
137 
138 
139 
140 

18496 
18769 
19044 
19321 
19600 

2  515  456 
2571353 
2  628  072 
2  685  619 
2  744  000 

.007352941 
.007299270 
.007246377 
.007194245 
.007142857 

186 
187 
188 
189 
190 

34596 
34969 
3,5344 
35721 
36100 

6  434  856 
6  539  203 
6  644  672 
6  751  289 
6  859  000 

.005376344 
.005347594 
.005319149 
.005291005 
.005263158 

141- 
142 
143 
144 
145 

19881 
20164 
20149 
20736 
21025 

2  803  221 
2  863  288 
2  924  207 
2  985  984 
3  048  625 

.007092199 
.007042254 
008993007 
.006944444 
.006898552 

191 
192 
193 
194 
195 

3  64  81 
36864 
37249 
3  76  36 
3  80  25 

6  967  871 
7  077  88S 
7  189  057 
7  301  384 
7  414  875 

.005235602 
.00)208833 
.OOf-181347 
.005154639 
.005128205 

146' 
147 
148 
149 
150 

21316 
21609 
21904 
22201 
22500 

3  112  136 
3  176  523 
3  '241  792 
3  307  949 
3375000 

.006849315 
.006802721 
.006756757 
.008711409 
.008666667 

196 
197 

J98 
199 
200 

3  84  16 
3  88  09 
39201 
39601 
4  00  UO 

7  529  536 
7  645  373 
7  762  S92 
7  880  599 
8000000 

.005102041 
.005076142 
.005050505 
.005025126 
.005000000 

251 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Hos. 

Squares. 

Cubes. 

Reciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

201 
202 
203 
204 
205 

4  04  01 
40804 
41209 
4  1616 
42025 

8120601 
8  242  408 
8  365  427 
8489661 
8  615  125 

.004975124 
.004950495 
.004926108 
.004901961 
.004878049 

2-51 
2-52 
2-53 
254 
255 

63001 
63504 
64009 
64516 
65025 

15  813  251 
16  003  008 
16  194  277 
16  »87  064 
16  5S  I  375 

.003934064 
.003968254 
.003952569 
.003937008 
.003921569 

206 

207 
208 
209 
210 

424S6 
42849 
43264 
43681 
44100 

8  741  816 
8  869  743 
8  998  912 
9  129  3-29 
9  261  000 

.0048-54369 
.00483;J918 
.004807692 
.004784689 
.004761905 

256 

257 
258 
259 
260 

65536 
66049 
66564 
67081 
67600 

16777216 
16  974  593 
17173512 
17  373  979 
17  576  000 

.003906250 
.003891051 
.003875969 
.003861004 
.003846154 

211 

212 
213 
214 
215 

44521 
44944 
45369 
45796 
46225 

9  393  931 
9  528  128 
9  663  597 
9  800  344 
9  938  375 

.004739336 
,004716981 
.004694836 
.004672897 
.004651163 

261 

262 
263 
264 
265 

68121 
68644 
69169 
69696 
70225 

17  779  581 
17  984  728 
18  191  447 
18  399  744 
18  609  625 

.003<?31418 
.003816794 
.003802281 
.003787X79 
.003773585 

216 
217 
218 
2J9 

220 

46656 
47089 
47524 
4  79  61 
48100 

10  077  696 
10  218  318 
10  360  232 
10  503  459 
10  648  000 

.004629630 
.004608295 
.1)045x7156 
.004566210 
.004545155 

266 
267 
268 
269 
270 

70756 

7  12  89 
71824 
7  23  61 
72900 

38  821  096 
19  Oo4  163 
19218832 
19  465  109 
19  683  000 

.003759398 
.003745318 
.003731343 
.003717472 
.003703704 

221 
*U 

223 
224 
225 

48841 
49284 
4  97  29 
5  01  76 
5062-5 

10  793  861 
10  941  048 
11  OS9  567 
11  239  424 
11  390  625 

.004524887 
.004.504-505 
.0044*1:305 
.004464286 
.001114411 

271 
272 
£73 
274 
275 

73441 
73984 
7  45  29 
75076 
75625 

19902511 
20  123  648 
20  346  417 
20  570  824 
20  796  875 

.003690017 
003676471 
.003663004 
033643635 
.003366364 

226 

227 

22S 
229 
230 

51076 
51529 
51984 
52441 
52900 

11  543  176 
11  697  083 
11  852  352 
12  01)8  989 
12  167  000 

.004424779 
.001405286 
.004385965 
.004366812 
.004347826 

276 
277 
278 
279 
280 

76176 
76729 
77284 
77841 
78400 

21  024  576 
21  253  933 
21  484  952 
21  717  639 
21  952  000 

.003623188 
.003610108 
.003597122 
.003584229 
.003571429 

231 
232 
233 
234 
235 

5  33  61 
58824 
5  42  89 
54756 
55225 

12  326  391 
12  487  168 
12  649  337 
12  812  904 
12  977  875 

.004329034 
.004310345 
.01)4291845 
.004273504 
.004255319 

281 
282 
283 
284 
285 

78961 
79524 
80089 
80656 
8  12  25 

22  18*  041 
22425768 
22  665  187 
22  908  304 
23  149  125 

.003558719 
.003-546099 
.003533569 
.003521127 
.003508772 

236 
237 
238 
239 
240 

55696 
56169 
56644 
57121 
57600 

13  144  256 
13  312  053 
13  481  272 
13  651  919 
13824000 

.004237288 
.004219409 
.004201681 
.004184100 
.004166667 

286 
287 
288 
289 
290 

8  17  96 
82369 
82944 
83521 
84100 

23  393  656 
23  639  903 
23  887  872 
24  137  569 
24  389  000 

.093496503 
.003484321 
.003472222 
.003460208 
.003448276 

241 
242 
243 
244 
245 

58081 
5  85  64 
59049 
59536 
60025 

13  997  521 
14  172  488 
14  348  907 
14  526  784 
14  706  12-5 

.004149378 
.004132231 
.004115226 
.004098361 
.004081633 

291 
292 
293 
294 
295 

84681 
85264 
85849 
86436 
87025 

24  642  171 

24  897  088 
25  153  757 
25  412  184 
25  672  375 

.003436426 
.003424658 
.003412969 
.003401361 
.003389831 

246 
247 
248 
249 
250 

605J6 
6  10  09 
61504 
62001 
62500 

14  886  936 
15069223 
15  252  992 
15  438  249 
15  625  000 

.004065041 
.00404S583 
.004032258 
.004016061 
.004000000 

296 
297 
29* 
299 
300 

87616 
88209 
88804 
8940L 
90000 

2-5  934  336 
2H  19H  073 
26  463  592 
26  730  899 
27000000 

.003378378 
.003367003 
.003355705 
.003344482 
.003333333 

252 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

c 
KOI. 

JQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED.^ 

Squares 

Cubes. 

Reciprocals. 

Sos. 

Squares. 

Cubes. 

Reciprocals. 

301 

302 
303 
304 
305 

90601 
91204 
91809 
92416 
93025 

27  270  901 
27  543  608 
27  818  127 
28  094  464 
28  372  625 

.003322259 
.003311258 
.003300330 
.003289474 
.003278689 

351 
352 
353 
354 
355 

123201 
123904 
12  46  09 
12  53  16 
126025 

43  243  551 
43  614  208 
43  986  977 
44  361  864 
44  738  875 

.002849003 
.002840909 
.002832861 
.002824859 
.002816901 

306 
307 
308 
309 
310 

93636 
94249 
94864 
95481 
96100 

28  652  616 
23  934  443 
29  218  112 
29  503  629 
297910UO 

.003267974 
.003257329 
.003246753 
.003236246 
.003225806 

356 
357 
358 
359 
360 

12  67  36 
12  74  49 
128164 
128881 
12  96  00 

45  118  016 

45  499  293 
45  882  712 
46  268  279 
46656000 

.0028089S9 
.002801120 
.002793^96 
.002785515 

.002777778 

311 
312 
313 

314 
315 

96721 
97344 
97969 
98596 
99225 

30080231 
30  371  328 
30  664  297 
30  959  144 
31255875 

.003215434 
.003205128 
.Oi3194888 
.003184713 
.003174603 

361 
362 
363 
364 
365 

13  03  21 
131044 
13  17  69 
13  24  96 
133225 

47  045  881 
47  437  928 
47  832  147 
48228544 
48  627  125 

.002770083 
.002762431 
.002754821 
.002747253 
.002739726 

316 
317 
318 
319 
320 

99856 
10  04  89 
101124 
101761 
10  24  00 

31  554  496 
31  855  013 
32  157  432 
32461759 
32  768  000 

.003164557 
.003154574 
.003144654 
.003134796 
.003125000 

366 
367 
368 
369 
370 

13  39  56 
13  46  89 
13  54  24 
13  61  61 
136900 

49  027  896 
49  430  863 
49  836  032 
50  243  409 
50  653  000 

.002732240 
.002724796 
.002717391 
.002710027 
.002702703 

321 
322 
323 
321 
325 

103041 
16  36  84 
10  43  29 
10  49  76 
105625 

33  076  161 
33  386  248 
33  698  267 
34  012  224 
34  328  125 

.003115265 
.003105590 
.003095975 
.003086420 
.003076923 

371 
372 
373 
374 
375 

13  76  41 
13  83  84 
139129 
13  98  76 
140625 

51  064  811 
51478818 
51  895  117 
52  313  624 
52  734  375 

.002695418 
.002688172 
.002680965 
.002673797 
.002666667 

326 
327 

328 
329 
330 

106276 
10  69  29 
107584 
108241 
10  89  00 

34  645  976 
34  965  783 
35287552 
35  611  289 
35  937  000 

.003067485 
.003058104 
.003048780 
.003039514 
.003030303 

376 
377 
378 
379 
380 

14  13  76 
142129 
14  28  84 
14  36  41 
144400 

53  157  376 
53  582  633 
54  010  152 
54  439  939 
54  872  000 

.002659574 
.002652520 

'.002638522 
.002631679 

331 
332 
333 
334 
335 

10  95  61 
110224 
11  08  89 
111556 
112225 

36  264  691 
36  594  368 
36  926  037 
37  259  704 
37  595  375 

.003021148 
.003012043 
.003003003 
.002994012 
.002985075 

381 
382 
383 
384 
385 

145161 
14  59  24 
14  66  89 
147456 
14  82  25 

55  306  341 

55  742  968 
56  181  837 
56  623  104 
57066625 

.002624672 
.002617801 
.002610966 
.002<)04167 
.002597403 

336 
337 
338 

340 

112896 
113569 
114244 
11  49  21 
11  56  00 

37933056 
38  272  753 
38  614  472 
38  958  219 
39  304  000 

.002976190 

.002967359 
.002958580 
.002949853 
.002941176 

386 
387 
388 

390 

14  89  96 
14  97  69 
150544 
15  13  21 
15  21  00 

57  512  456 
57  960  603 
58  411  072 
58  863  869 
59  319  000 

.002590674 

.002583979 
.002577320 
.002570094 
002564103 

341 
342 
343 
344 
345 

11  62  81 
11  69  64 
117649 
11  83  36 
119025 

39  651  821 
40  001  688 
40  353  607 
40  707  584 
41  063  625 

.002932-551 
.002923977 
.00-29  5452 
.002906977 
.002898551 

391 
392 
393 
394 
395 

15  28  81 
15  36  64 
154449 
15  52  36 
156025 

59  776  471 
60  236  288 
60  698  457 
61  162  984 
6  L  629  875 

002.557545 
0025,51020 
002.544529 
002538071 
002531646 

3<6 
347 
348 
349 
350 

119716 
120409 
12  11  04 
12  18  01 
12  25  00 

41  421  736 
4!  781923 
42  144  192 
42  508  549 
42875000 

.002890173 
.002881844 
.0028^356:5 
.002865330 
.002857143 

396 

397 
398 
399 
400 

15  68  16 
15  76  09 
158404 
15  92  01 
160000 

62  099  136 
62  570  773 
63  044  792 
63  521  199 
64000000 

002.525253 
002518892 
002512563 
002,506268 
002500000 

QJ-O                                                                                1 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

401 

402 
403 
404 
405 

16  08  01 
16  16  04 
16  24  09 
16  32  16 
164025 

64  481  201 
64  964  808 
65  450  827 
65  939  264 
66  430  125 

.002493766 
.002487562 
.002481390 
.002475248 
.002469136 

451 
452 
453 
454 
455 

20  34  01 
20  43  04 
20  52  09 
20  61  16 
207025 

91  733  851 
92  345  408 
92  959  677 
93  576  664 
94  196  375 

.002217295 
.002212389 
.002207506 
.002202643 
.002197802 

406 
407 
408 
409 
410 

16  48  36 
16  56  49 
16  64  64 
16  72  81 
16  81  00 

66  923  416 
67  419  143 
67  917  312 
68  417  929 
68  921  000 

.002463054 
.002457002 
.002450980 
.002444988 
.002439024 

456 
457 
458 
459 
460 

20  79  36 
20  88  49 
20  97  64 
21  06  81 
21  16  00 

94  818  816 
95  443  993 
96  071  912 
96702579 
97  336  000 

.002192982 
.002188184 
.002183406 
.002178649 
.002173913 

411 
412 
413 
414 
415 

16  89  21 
16  97  44 
17  05  69 
17  13  96 
172225 

69  426  531 
69  934  528 
70  444  997 
70  957  944 
71  473  375 

,002433090 
.002427184 
.002421308 
.002415459 
.002409639 

461 
462 
463 
464 
465 

212521 
21  34  44 
21  43  69 
21  52  96 
216225 

97  972  181 
98  611  128 
99  252  847 
99  897  344 
100  544  625 

.002169197 
.002164502 
.002159827 
.002155172 
.002150538 

416 
417 
418 
419 
420 

17  30  56 
17  38  89 
174724 
17  55  61 
176400 

71  991  296 
72  511  713 
73  034  632 
73  560  059 
74  088  000 

.002403846 
.002398082 
.002392344 
.002386635 
.002380952 

466 
467 
468 
469 
470 

217156 
21  80  89 
21  90  24 
21  99  61 
22  09  00 

101  194  696 
101847563 
102  503  232 
103  161  709 
103  823  000 

.002145923 
.002141328 
.002136752 
.002132196 
.002127660 

421 
422 
423 
424 
425 

177241 
17  80  84 
17  89  29 
17  97  76 
180625 

74  618  461 
75  151  448 
75  686  967 
76  225  024 
76  765  625 

.002375297 
.002369668 
.002364066 
.002358491 
.002352941 

471 
472 
473 
474 
475 

22  18  41 
22  27  84 
22  37  29 
22  46  76 
225625 

104  487  111 
105  154  048 
105  823  817 
106  496  424 
107  171  875 

.002123142 
.002118644 
.002114165 
.002109705 
.002105263 

426 

427 
428 
429 
430 

18  14  76 
18  23  29 
18  31  84 
18  40  41 
18  49  00 

77  308  776 
77  854  483 
78  402  752 
78  953  589 
79507000 

.002347418 
.002341920 
.002336449 
.002331002 
.002325581 

476 

477 
478 
479 
480 

22  65  76 

227529 
22  84  84 
22  94  41 
230400 

107  850  176 
108  531  333 
109  215  352 
109  902  239 
110592000 

.002100840 
.002096436 
.002092050 
.002087683 
.002083333 

431 
432 
433 
434 
435 

18  57  61 
18  66  24 
18  74  89 
18  83  56 
18  92  25 

80  062  991 
80  621  568 
81  182  737 
81  746  504 
82  312  875 

.002320186 
.002314815 
.002309469 
.002304147 
.002298851 

481 

482 
483 

484 
485 

23  13  61 
23  23  24 
233289 
23  42  56 
235225 

111  284  641 
111  980  168 
112  678  587 
113  379  904 
114  084  125 

.002079002 
.002074689 
.002070393 
.002066116 
.002061856 

436 
437 
438 
439 
410 

19  00  96 
190969 
191844 
19  27  21 
19  36  00 

82  881  856 
83  453  453 
84  027  672 
84  604  519 
85  184  000 

.002293578 
.002288330 
.002283105 
.002277904 
.002272727 

486 
487 
488 
489 
490 

23  61  96 
23  71  69 
238144 
23  91  21 
24  01  00 

114  791  256 
115  501  303 
116  214  272 
116  930  169 
117  649  000 

.002057613 
.002053388 
.002049180 
.002044990 
.002040816 

441 
442 
443 
444 
445 

194481 
19  53  64 
19  62  49 
19  71  36 
198025 

85  766  121 
86  350  888 
86  938  307 
87  528  384 
88121125 

.002267574 
.002262443 
.002257336 
.002252252 
.002247191 

491 
492 
493 
494 
495 

24  10  81 
24  20  64 
24  30  49 
24  40  36 
245025 

118  370  771 
119  095  488 
119  823  157 
120  553  784 
121  287  375 

.002036660 
.002032520 
.002028398 
.002024291 
.002020202 

446 
447 
448 
449 
450 

198916 
199809 
20  07  04 
20  16  01 
20  25  00 

88  716  536 
89  314  623 
89  915  392 
90  518  849 
91  125  000 

.002242152 
.002237136 
.002232143 
.002227171 
.002222222 

496 
497 
498 
499 

500 

24  60  16 
247009 
248004 
24  90  01 
250000 

122  023  936 
122  763  473 
123  505  992 
124  251  499 
125  000  000 

.002016129 
.002012072 
.002008032 
.002004008 
.002000000 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

501 
502 
503 

504 
505 

251001 
25  20  04 
25  30  09 
25  40  16 
255025 

125751501 
126  506  008 
127  263  527 
128  024  064 
128787625 

.0019P6008 
.001992032 
.001988072 
.001984127 
.001980198 

551 
552 
553 
554 
555 

30  36  01 
304704 
305809 
30  69  16 
308025 

167284151 
168  196  60S 
Ib9  112  377 
170  031  464 
170  953  875 

.001814882 
.001811594 
.001808318 
.001805054 
.001801802 

506 
507 
508 
509 
510 

256036 
257049 
258064 
259081 
26  01  00 

129  554  216 
130  323  843 
331096512 
131872229 
132651000 

.001976285 
.001972387 
.001968504 
.001964637 
.001960784 

556 
557 
558 
559 
560 

30  91  36 
31  02  49 
311364 
312481 
313800 

171  879  616 
172  808  693 
173  741  112 
174  676  879 
175  616  000 

.001798561 
.001795382 
.001792115 
.001788909 
.001785714 

511 
512 
513 
514 
515 

26  11  21 
26  21  44 
26  31  69 
26  41  96 
265225 

133  432  831 

]  34  217  728 
135  005  697 
J  35  796  744 
136  590  875 

.001956947 
.001953125 
.001949318 
.001945525 
.001941748 

561 
562 
563 
564 
565 

314721 
31  58  44 
31  69  69 
31  80  96 
31  92  25 

176558481 
177  504  328 
178  453  547 
179  406  144 
180  362  125 

.001782.531 
.001779359 
.001776199 
.00177305D 
.001769912 

516 
517 
518 
519 
520 

26  62  56 
26  72  89 
26  83  24 
26  93  61 
270400 

137  388  096 
138  188  413 
138  991  832 
139  798  359 
140  608  000 

.001937984 
.001934236 
.001930502 
.001926782 
.001923077 

566 
567 
568 
569 
570 

320356 
32  14  89 
32  26  24 
32  37  61 
32  49  00 

181  321  496 
382284263 
183  250  432 
184  220  009 
185  193  000 

.001766784 
.001763668 
.001760563 
.001757469 
.001754386 

521 
522 
523 
524 
525 

27  14  41 
27  24  84 
27  35  29 
27  45  76 
275625 

141  420  761 
142  236  648 
143  055  667 
143  877  824 
144  703  125 

.001919386 
.001915709 
.001912046 
.001908397 
.001904762 

571 
572 
573 
574 
575 

32  60  41 
327184 
32  83  29 
32  94  76 
33  06  25 

186169411 
187  149  248 
188  132  517 
189  119  224 
190  109  375 

.001751313 
.001748252 
.001745201 
.001742160 
.001739130 

526 
5z7 
528 
529 

530 

276676 
277729 
27  87  84 
27  98  41 
28  09  00 

145  531  576 
146  363  183 
147  197  952 
148  035  889 
148877000 

.001901141 
.001897583 
.001893939 
.001890359 
.001886792 

576 
577 
678 
579 
580 

33  17  76 
332929 
334084 
33  52  41 
336400 

19!  102976 
1921000:13 
193  100  552 
194104539 
195  112  000 

.001736111 
.001733102 
.001730104 
.001727116 
.001724138 

531 
532 
533 
534 
535 

28  19  61 
28  30  24 
28  40  89 
28  51  56 
286225 

149721291 
150  568  768 
151419437 
152273304 
153  130  375 

.001883239 
.001879699 
.001876173 
.001872659 
.001869159 

581 
582 
583 
584 
585 

33  75  61 
33  87  24 
33  98  89 
34  10  56 
342225 

196  122  941 
197  137  368 
198  155  287 
199  176  704 
200  201  625 

.001721170 
.001718213 
.001715266 
.001712329 
.001709402 

536 
537 
538 
539 
540 

287296 
28  83  69 
28  94  44 
29  05  21 
29  16  00 

153990656 
154854153 
155720872 
156  590  819 
157  464  000 

.001865672 
.001862197 
.001858736 
.001855288 
.001851852 

586 
5*7 
58S 
589 
590 

34  33  96 
34  45  69 
34  57  44 
34  69  21 
34  81  00 

201  230  056 
202  262  003 
203  297  472 
204  336  469 
205  379  000 

.001706485 
.001703578 
.001700680 
.001697793 
.001694915 

541 
542 
543 
544 
545 

29  26  81 
29  37  64 
29  48  49 
29  59  36 
297025 

158  340  421 
159  220  088 
160  103  007 
160  989  184 
161  878  625 

.001848429 
.001845018 
.001841621 
1001888236 
.001834862 

591 
592 
593 
594 
595 

34  92  81 
350464 
35  16  49 
35  28  36 
85  40  25 

206  425  071 
207  474  688 
208  527  857 
209  584  584 
210  644  875 

.001692047 
.001689189 
.001686341 
.001683502 
.001680672 

546 
547 
548 
549 
550 

29  81  16 
29  92  09 
30  03  04 
30  14  01 
302500 

162  771  336 
163  667  323 
164  566  592 
165  469  149 
166  375  000 

.001831502 

.001828154 
.001821818 
.001821494 
.001818182 

596 
597 
598 
599 
600 

?5  52  16 
35  64  09 
35  76  04 
35  88  01 
360000 

211  708  736 
212  776  173 
213  847  192 
214  921  799 
216  000  000 

.001677852 
.001675042 
.001672241 
.001669449 
.001666667 

255                         1 

THE  CARNEGIE  STEEL,  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Nos. 

Squares, 

Cubes. 

Rsciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

601 
602 
603 
604 
605 

36  12  01 
36  24  04 
36  36  09 
36  48  16 
36  60  25 

217  081  801 
218  167  208 
219  256  227 
220  348  864 
221  445  125 

.001663894 
.001661130 
.001658375 
.0016-5562!) 
.001652893 

651 
652 
653 
654 
655 

423801 
425104 
42  64  09 
42  77  16 
42  90  25 

275  894  451 
277  167  808 
278  445  077 
279  726  264 
281  Oil  375 

.001536098 
.001533742 
.001531394 
.001529052 
.001526718 

606 
607 
608 
609 
610 

33  72  36 
36  84  49 
36  96  64 
37  08  81 
37  21  00 

222  545  016 

223  648  543 
224755712 
22-5  866  529 
226  981  000 

.001650165 
.001647446 
.001644737 
.001642036 
.001639344 

6-56 

657 
658 
659 
660 

43  03  36 
43  16  49 
43  29  64 
43  42  81 
43  56  00 

282  300  416 
283  593  393 
284  890  312 
286  191  179 
287  496  000 

.001524390 
.001522070 
.001519757 
.001517451 
.001515152 

611 
612 
613 
614 
615 

37  33  21 
37  45  44 
37  57  69 
37  69  96 
378225 

228  099  131 
229  220  928 
230  346  397 
231475544 
232  608  375 

.001636661 
.001633987 
.001631321 
.001628664 
.001626016 

661 
662 
663 
664 
665 

43  69  21 
43  82  44 
43  95  69 
44  08  96 
44  22  25 

288  804  781 
290  117  528 
291  434  247 
292  754  944 
294  079  625 

.001512859 
.001510574 
.001508296 
.001506024 
.001503759 

616 
617 
618 
619 
620 

37  94  56 
38  06  89 
38  19  24 
38  31  61 
38  44  00 

233  744  896 
234  885  113 
236  029  032 
237  176  659 
238  328  000 

.001623377 
.001620746 
.001618123 
.001615509 
.001612903 

666 
667 
668 
669 
670 

443556 
44  48  89 
44  62  24 
44  75  61 
44  89  00 

295  408  296 
296  740  963 
298  077  632 
299  418  309 
300  763  000 

.001501502 
.001499250 
.001497006 
.001494768 
.001492537 

621 
622 
623 
624 
625 

38  56  41 
38  68  84 
38  81  29 
38  93  76 
39  06  25 

239483061 
240641848 
241  804  367 
242  970  624 
244140625 

.001610306 
.001607717 
.001605136 
.001602,564 
.001600000 

671 

672 
673 
674 
675 

45  02  41 
45  15  84 
45  29  29 
45  42  76 
455625 

302  111  711 
303  464  448 
304  821  217 
306  182  024 
307  546  875 

.001490313 

.001488095 
.001485884 
.001483680 
.001481481 

626 
627 
62S 
629 
630 

39  18  76 
39  31  29 
39  43  84 
39  56  41 
o9  69  00 

245  314  376 

246491883 
247  673  152 
248  858  189 
250047000 

.001597444 
.001594896 
.001592357 
.001589825 
.001587302 

676 
677 
678 
679 
680 

45  69  76 

45  83  29 
45  96  84 
46  10  41 
46  24  00 

308  915  776 
310288733 
311665752 
313  046  839 
314  432  000 

.001479290 
.001477105 
.001474926 
.001472754 
.001470588 

631 
632 
633 
634 
635 

39  81  61 
39  94  24 
400689 
40  19  56 
403225 

251  239  591 
252  435  968 
253  636  137 
254  840  104 
256  047  875 

.001584786 
.001582278 
.001579779 
.001577287 
.001574803 

681 
682 
683 
684 
685 

46  37  61 
46  51  24 
46  64  89 
467856 
46  92  25 

315  821  241 
317  214  568 
318  611  987 
320013504 
321  419  125 

.001468429 
.001466276 
001464129 
.  001461988 
.001459854 

636 
637 
638 
639 
640 

40  44  96 
40  57  69 
40  70  44 
40  83  21 
40  96  00 

257  259  456 
258  474  853 
259  694  072 
260917119 
262  144  000 

.001572327 
.001569859 
.001567398 
.001564945 
.001562500 

686 
687 
688 
689 
690 

47  05  96 
47  19  69 
47  33  44 
47  47  21 
476100 

322  828  856 
324  242  703 
325  660  672 
327  082  769 
328  509  000 

.001457726 
.001455604 
.001453488 
.001451379 
.001449275 

641 
642 
643 
644 
645 

41  08  81 
41  21  64 
41  34  49 
41  47  36 
416025 

263  374  721 

264  609  2S8 
265  8  47  707 
267  C89  984 
268  336  125 

.001560062 
.001557632 
.001555210 
.001552795 
.001550388 

691 

692 
693 
694 
695 

47  74  81 
47  88  64 
48  02  49 
481636 
48  30  25 

329  939  371 
331  373  888 
332  812  557 
334  255  384 
335  702  375 

.001447178 
.001445087 
.001443001 
.0^1440922 
.001438849 

646 
647 
648 
649 
650 

417316 
418609 
41  99  04 
42  12  01 
422500 

269  586  136 
270  840  023 
272  097  792 
273  359  449 
274  625  000 

.001547988 
.001545595 
.001543210 
.001540832 
.001.538462 

696 
697 
698 
699 
700 

484416 
48  58  09 
48  72  04 
488601 
490000 

337  153  536 
338  60S  873 
340  068  392 
341  532  099 
343  000  000 

.001436782 
.001434720 
.001432665 
.00143^615 
.001428571 

256                         ! 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

701 

702 
703 
704 
705 

49  14  01 
492804 
49  42  09 
49  56  16 
49  70  25 

344472101 
345  948  408 
347  428  927 
348  913  664 
350  402  625 

.001426534 
.001424501 
.001422475 
.001420455 
.001418440 

751 
752 
753 
754 
755 

56  40  01 
565504 
56  70  09 
568516 
570025 

423  564  751 

425  259  008 
426  957  777 
428  661  064 
430  368  875 

.001331558 
.001329787 
.001328021 
.001326260 
.001324503 

706 

707 
708 
709 
710 

498436 
49  98  49 
50  12  64 
50  26  81 
50  41  00 

351  895  816 
353  393  243 
354  894  912 
356  400  829 
357  911  000 

.001416431 
.001414427 
.001412429 
.001410437 
.001408451 

756 

757 
758 
759 
760 

57  15  36 

57  30  49 
57  45  64 
57  60  81 
577600 

432  081  216 
433  798  093 
435  519  512 
437  245  479 
438  976  000 

.001322751 
.001321004 
.001319261 
.001317523 
.001315789 

711 
712 
713 
714 
715 

50  55  21 
506944 
50  83  69 
50  97  96 
511225 

359  425  431 
360944128 
362  467  097 
363  994  344 
365  525  875 

.001406470 
.001404494 
.001402525 
.001400560 
.001398601 

761 

762 
763 

764 

765 

57  91  21 
580641 
58  21  69 
58  36  96 
585225 

440711081 
442  450  728 
444  194  947 
445  943  744 
447  697  125 

.001314060 
.001312336 
.001310616 
.001308901 
.001307190 

716 
717 
718 
719 
720 

51  26  56 
51  40  89 
51  55  24 
51  69  61 
518100 

367  061  696 
368  601  813 
370  146  232 
371  694  959 
373  248  000 

.001396648 
.001394700 
.001392758 
.001390821 
.001388889 

766 
767 
768 
769 
770 

58  67  56 
58  82  89 
58  98  24 
59  13  61 
59  29  00 

449  455  096 
451  217  663 
452  984  832 
454  756  609 
456  533  000 

.001305483 
.001303781 
.001302081 
.001300390 
.001298701 

721 
722 
723 
724 
725 

519841 
52  12  84 
522729 
524176 
525625 

374  805  361 
376  367  048 
377  933  067 
379  503  424 
381  078  125 

.001386963 
.001385042 
.001383126 
.001381215 
.001379310 

771 

772 
773 
774 
775 

59  44  41 
59  59  84 
59  75  29 
59  90  76 
600625 

458  314  Oil 
460  099  648 
461  889  917 
463  684  824 
465  484  375 

.001297017 
.001295337 
.001293661 
.001291990 
.001290323 

726 
727 
728 
729 
730 

52  70  76 
528529 
52  99  84 
531441 
532900 

382  657  176 
384  240  583 
385  828  352 
387  420  489 
389  017  000 

.001377410 
.001375516 
.001373626 
.001371742 
.001369863 

776 
777 
778 
779 
780 

60  21  76 
60  37  29 
60  52  84 
60  68  41 
608400 

467  288  576 
469  097  433 
470  910  952 
472  729  139 
474  552  000 

.001288660 
.001287001 
.001285347 
.001283697 
.001282051 

731 
732 
733 
734 
735 

53  43  61 
53  58  24 
537289 
53  87  56 
540225 

390  617  891 
392  223  168 
393  832  837 
395  446  904 
397  065  375 

.001367989 
.001366120 
.001364256 
.001362398 
.001360544 

781 

782 
783 
784 
785 

60  99  61 
61  15  24 
61  30  89 
61  46  56 
616225 

476  379  541 
478211768 
480  048  687 
481890304 
483  736  625 

.001280410 
.001278772 
.001277139 
.001275510 

.001273885 

736 
737 
738 
739 
740 

541696 
543169 
54  46  44 
546121 
547600 

398688256 
400  315  553 
401  947  272 
403  583  419 
405224000 

.001358696 
.001356852 
.001355014 
.001353180 
.001351351 

786 
787 
788 
789 
790 

61  77  96 
61  93  69 
620944 
62  25  21 
624100 

485  587  656 
487  443  403 
489  303  872 
491  169  069 
493  039  000 

.001272265 
.001270648 
.001269036 
.001267427 
.001265823 

741 
742 
743 
744 

745 

549081 
550564 
55  20  49 
553536 
555025 

406  869  021 
408518488 
410  172  407 
411  830  784 
413  493  625 

.001349528 
.001347709 
.001345895 
.001344086 
.001342282 

791 
792 
793 
794 
795 

62  56  81 
62  72  64 
62  88  49 
63  04  36 
63  20  25 

494  913  671 

496  793  088 
498  677  257 
500  566  184 
502  459  875 

.001264223 
.001262626 
001261034 
.001259446 
.001257862 

746 
747 
748 
749 
750 

1  

556516 
55  80  09 
559504 
56  10  01 
562500 

415160936 
416  832  723 
418  508  992 
420  189  749 
421  875  000 

.001340483 
.001338688 
.001336898 
.001335113 
.001333333 

796 
797 
798 
799 
800 

63  36  16 
63  52  09 
63  68  04 
63  84  01 
64  00  00 

504  358  336 
506  261  573 
508  169  592 
510  082  399 
512  000  000 

.001256281 
.001254705 
.001253133 
.001251564 
.001250000 

257 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

801 
802 
803 
804 
805 

64  16  01 
64  32  04 
644809 
64  64  16 
648025 

513  922  401 
515  849  608 
517  781  627 
519  718  464 
521  660  125 

001248439 
001246883 
001245330 
001243781 
001242236 

851 
852 
853 
854 
855 

72  42  01 
72  59  04 
727609 
729316 
73  10  25 

616  295  051 
618  470  208 
620  650  477 
622  835  864 
625  026  375 

.001175088 
.001173709 
.001172333 
.001170960 
.001169591 

806 
807 
808 
809 
810 

64  96  36 
651249 
652864 
654481 
65  61  00 

523  606  616 
5  25  557  943 
527  514  112 
529  475  129 
531  441  000 

001240695 
001239157 
001237624 
001236094 
001234568 

856 
857 
858 
859 
860 

73  27  36 
734449 
736164 
73  78  81 
73  96  00 

627  222  016 
629  422  793 
631  628  712 
633  839  779 
636056000 

.00116S224 
.001166361 
.001165501 
.001164144 
.001162791 

811 
812 
813 
814 
815 

657721 
65  93  44 
66  09  69 
662596 
664225 

533  411  731 
535  387  328 
537  367  797 
539  353  144 
541  343  375 

001233046 
001231527 
001230012 
001228501 
001226994 

861 
862 
863 
864 
865 

74  13  21 
74  30  44 
74  47  69 
74  64  96 
748225 

638  277  381 
640  503  928 
642  735  647 
644  972  544 
647  214  625 

.001161440 

.001160093 
.001158749 
.001157407 
.001156069 

816 
817 
818 
819 

820 

66  58  56 
66  74  89 
66  91  24 
67  07  61 
67  24  00 

543  338  496 
545  338  513 
547  343  432 
549  353  259 
551368000 

001225490 
.001223990 
.001222494 
.001221001 
.001219512 

866 
867 
8H8 
869 
870 

74  99  56 
75  16  89 
75  34  24 
755161 
75  69  00 

649  461  896 
651  714  363 
653  972  032 
656  234  909 
658  503  000 

.001154734 
.001153403 
.001152074 
.001150748 
.001149425 

821 

822 
823 
824 
825 

674041 
675684 
677329 
678976 
680625 

553  387  661 
555  412  248 
557  441  767 
559  476  224 
561  515  625 

.001218027 
001216,545 
.001215067 
.001213592 
.001212121 

871 
872 
873 
874 
875 

75  86  41 
760384 
762129 
76  38  76 
765625 

660776311 
663  054  848 
665  338  617 
667  627  624 
669  921  875 

.001148106 
.001146789 
.001145475 
.001144165 
.001142857 

826 
827 
828 
829 
830 

682276 
68  39  29 
685584 
687241 
688900 

563  559  976 
565609283 
567  663  552 
569  722  789 
571  787  000 

001210654 
.001209190 
.001207729 
.001206273 
.001204819 

876 
877 
878 
879 
880 

76  73  76 
769129 
770884 
77  26  41 
774400 

672  221  376 
674  526  133 
676  836  152 
679  151  439 
681  472  000 

.001141553 
.001140251 
.001138952 
.001137656 
.001136364 

831 
832 
833 
834 
835 

690561 
69  22  24 
69  38  89 
695556 
69  72  25 

573856191 
575  930  368 
578  009  537 
5SO  093  704 
582  182  875 

.001203369 
.001201923 
001200480 
.001199041 
.001197605 

881 

882 
883 
884 
885 

776161 

777924 
779689 
78  14  56 
783225 

683797841 
686  128  968 
688  465  387 
690  807  104 
693  154  125 

.001135074 
.001133787 
.001132503 
.001131222 
.001129944 

836 
837 
838 
839 
840 

69  88  96 
700569 
702244 
70  39  21 
705600 

584277056 
586  376  253 
588  480  472 
590  589  719 
592704000 

.001196172 
.001194743 
.001193317 
.001191895 
.001190476 

886 
887 
888 
889 
890 

78  49  96 
78  67  69 
788544 
79  03  21 
792100 

695506456 
697  864  103 
700  227  072 
702  595  369 
704  969  000 

.001128668 
.001127396 
.001126126 
.001124859 
.001123596 

841 
842 
843 
844 
845 

707281 
70  89  64 
71  06  49 
71  23  36 
714025 

594  823  321 
596947688 
599  077  107 
601211584 
603351125 

.001189061 
.001i87648 
.001186240 
.001184834 
.001  i83432 

891 

892 
893 
894 
895 

793881 
795664 
79  74  49 
79  92  36 
801025 

707347971 
709  732  288 
712  121  957 
714  516  984 
716  917  375 

.001122334 
.001121076 
.001119821 
.001118568 
.001117318 

846 
847 
848 
849 
850 

71  57  16 
717409 
71  91  04 
72  08  01 
722500 

605  495  738 
607  645  423 
609  800  192 
611  960  Oi9 
614  125  000 

.001182033 
.001i80638 
.001179215 
.001177856 
.001176471 

896 
897 
898 
899 
900 

802816 
80  46  09 
80  64  04 
80  82  01 
810000 

719  323  136 
721  734  273 
724  150  792 
726  572  699 
729000000 

.001116071 
.001114827 
.001113586 
.001112347 
.001111111 

258 

1 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

SQUARES,  CUBES  AND  RECIPROCALS—  CONTINUED. 

Kos. 

Squares. 

Cubes. 

Reciprocals 

Nos. 

Squares. 

Cubes. 

Reciprocals. 

901 
902 
903 
904 
905 

81  18  01 
81  36  04 
815409 
817216 
81  90  25 

731  432  701 
7^3  870  808 
736  314  327 
738  763  264 
741  217  625 

.001109878 
.001108647 
.001107420 
.001106195 
.001104972 

951 
952 
953 
954 
955 

90  44  01 
90  63  04 
90  82  09 
91  01  16 
912025 

860  085  351 
862  801  40£ 
865  523  177 
868  250  664 
870  983  875 

.001051525 
.001050420 
.001049318 
.001048218 
.001047120 

906 
907 
908 
909 
910 

82  08  36 
82  26  49 
82  44  64 
826281 
82  81  00 

743  677  416 
746  142  643 
748  613  312 
751  089  429 
753  571  000 

.001103753 
.001102536 
.001101322 
.001100110 
.001098901 

956 
957 
958 
959 
960 

91  39  36 
91  58  49 
91  77  64 
91  96  81 
92  16  00 

873  722  816 
876  467  493 
879  217  912 
881  974  079 
884  736  000 

.001046025 
.001044932 
.001043841 
.001042753 
.001041667 

911 
912 
913 
914 
915 

82  99  21 
831744 
833569 
835396 
837225 

756  058  031 
758  550  528 
761  048  497 
763  551  944 
766  060  875 

001097695 
.001096491 
001095290 
001094092 
001092896 

961 
962 
963 
964 
965 

923521 
92  54  44 
92  73  69 
92  92  96 
93  12  25 

887  503  681 
890  277  128 
893  056  347 
895  841  344 
898  632  125 

.001040583 
.001039501 
.001038422 
.001037344 
.001036269 

916 
917 
918 
919 
920 

839056 

84  08  89 
84  27  24 
84  45  61 
846400 

768  575  296 
771  095  213 
773  620  632 
776  151  559 

778  688  000 

001091703 
001090513 
001089325 
001088139 
001086957 

966 
967 
968 
969 
970 

93  31  56 
93  50  89 
93  70  24 
93  89  61 
94  09  00 

901  428  696 
904  231  063 
907  039  232 
909  853  209 
912  673  000 

.001035197 
.001034126 
001033058 
.001031992 
.001030928 

921 
922 
923 
924 

925 

84  82  41 
850084 
851929 
85  37  78 
856625 

781  229  961 
783  777  448 
786  330  467 
788  889  024 
791  453  125 

001085776 
001084599 
001083423 
001082251 
001081081 

971 
972 
973 
974 
975 

94  28  41 
94  47  84 
94  67  29 
94  86  76 
950625 

915  498  611 
918  330  048 
921  167  317 
924  010  424 
926  859  375 

.001029866 
.001028807 
.001027749 
.001026694 
.001025641 

926 
927 
928 
929 
930 

85  74  76 
85  93  29 
86  11  84 
86  30  41 
86  49  00 

794  022  776 
796  597  983 
799  178  752 
801  765  089 
804  857  000 

001079914 
001078749 
001077586 
001076426 
001075269 

976 
977 

978 
979 
980 

95  25  76 
95  45  29 
95  64  84 
958441 
960400 

929  714  176 
932574833 
935  441  352 
938  313  739 
941  192  000 

.001024590 
.001023541 
.001022495 
.001021450 
.001020408 

931 
932 
933 
934 
935 

866761 
86  86  24 
87  04  89 
872356 

874225 

806954491 
809  557  568 
812  166  237 
814  780  504 
817  400  375 

001074114 
001072961 
.001071811 
.001070664 
.001069519 

981 

982 
983 
984 
985 

96  23  61 
96  43  24 
96  62  89 
96  82  56 
97  02  25 

944076141 
946  966  168 
949  862  087 
952  763  904 
955  671  625 

.001019368 
.001018330 
.001017294 
.001016260 
.001015228 

936 
937 
938 
939 
940 

876096 
87  79  69 
87  98  44 
88  17  21 
88  36  00 

820  025  856 
822  656  953 
825  293  672 
827  936  019 
830  584  000 

.001068376 
.001067236 
.001066098 
.001064963 
.001063830 

986 
987 
988 
989 
990 

97  21  96 
97  41  69 
976144 
97  81  21 
98  01  00 

958  585  256 
961  504  803 
964  430  272 
967  361  669 
970  299  000 

001014199 
.001013171 
001012146 
001011122 
001010101 

941 
942 
943 
944 
945 

88  54  81 
88  73  64 
88  92  49 
89  11  36 
89  30  25 

833  237  621 
835  896  888 
838561807 
841  232  384 
843  908  625 

.001062609 
.001061571 
.001060445 
.001059322 
.001058201 

991 
992 
993 
994 
995 

98  20  81 
98  40  64 
98  60  49 
98  80  36 
9J  00  25 

973  242  271 
976  191  488 
979  146  657 
982  107  784 
985  074  875 

001009082 
001008065 
001007049 
.  001006036 
.001005025 

946 
947 
948 
949 
950 

89  49  16 
89  68  09 
89  87  04 
900601 
902500 

846  590  536 
849  278  123 
851  971  392 
854  670  349 
857  375  000 

.001057082 
.001055966 
.001054852 
.001053741 
.001052632 

996 
997 
998 
999 
1000 

99  20  16 
99  40  09 
99  60  04 
99  80  01 
00  00  00 

988  047  936 
991026973 
994011992 
997  002  999 
000  000  000 

.001004016 
001003009 
.001002004 
.001001001 
.001000000 

259 


THE  CARNEGIE  STEEL,  COMPANY,  LIMITED. 

DECIMALS  OP  AN  INCH  FOB  EACH  ^th. 

A&- 

&?* 

Decimal. 

Fraction 

A*. 

irVtos- 

Decimal. 

Fraction 

1 

.015625 

33 

.515625 

i 

2 

.03125 

17 

34 

.53125 

3 

.046875 

35 

.546875 

2 

4 

.0625 

1-16 

18 

36 

.5625 

9-16 

5 

.078125 

37 

.578125 

3 

6 

.09375 

19 

38 

.59375 

7 

.109375 

39 

.609375 

4 

8 

.125 

1-8 

20 

40 

.625 

5-8 

9 

.140625 

41 

.640625 

5 

10 

.15625 

21 

42 

.65625 

11 

.171875 

43 

.671875 

6 

12 

.1875 

3-16 

22 

44 

.6875 

11-16 

13 

.203125 

45 

.703125 

7 

14 

.21875 

23 

46 

.71875 

15 

.234375 

47 

.734375 

8 

16 

.25 

1-4 

24 

48 

.75 

3-4 

17 

.265625 

49 

.765625 

9 

18 

.28125 

25 

50 

.78125 

19 

.296875 

51 

.796875 

10 

20 

.3125 

5-16 

26 

52 

.8125 

13-16 

21 

.328125 

53 

.828125 

11 

22 

.34375 

27 

54 

.84375 

23 

.359375 

55 

.859375 

12 

24 

.375 

3-8 

28 

56 

.875 

7-8 

25 

.390625 

57 

.890625 

13 

26 

.40625 

29 

58 

.90625 

27 

.421875 

59 

.921875 

14 

28 

.4375 

7-16 

30 

60 

.9375 

15-16 

29 

.453125 

61 

.953125 

15 

30 

.46875 

31 

62 

.96875 

31 

.484375 

63 

.984375 

16 

32 

.5 

1-2 

32 

64 

1.         1 

i 

26O 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

DECIMALS  OP  A  FOOT  FOB  EACH  fc  OF 
AN  INCH. 

Inch, 

0" 

1" 

2" 

3" 

4" 

5" 

0 

0 

.0833 

.1667 

.2500 

.3333 

.4167 

1 

.0013 
0026 
.0039 
.0052 

.0846 
.0859 
.0872 
.0885 

.1680 
.1693 
.1706 
.1719 

.2513 
.2526 
.2539 
.2552 

.3346 
.3359 
.3372 
.3385 

.4180 
.4193 
.4206 
.4219 

¥ 
f 

.0065 
.0078 
.0091 
.0104 

.0898 
.0911 
.0924 
.0937 

.1732 
.1745 
.1758 
.1771 

.2565 
.2578 
.2591 
.2604 

.3398 
.3411 
.3424 
.3437 

.4232 

.4245 
.4258 
.4271 

1 

.0117 
.0130 
.0143 
.0156 

.0951 
.0964 
.0977 
.0990 

.1784 
.1797 
.1810 
.1823 

.2617 
.2630 
.2643 
,2656 

.3451 
.3464 
.3477 
.3490 

.4284 
.4297 
.4310 
.4323 

1 

.0169 
.0182 
.0195 
.0208 

.1003 
.1016 
.1029 
.1042 

.1838 
.1849 
.1862 
.1875 

.2669 
.2682 
.2695 
.2708 

.3503 
.3516 
.3529 
.3542 

.4336 
.4349 
.4362 
.4375 

s 

1 

.0221 
.0234 
.0247 
.0260 

.1055 
.1068 
.1081 
.1094 

.1888 
.1901 
.1914 
.1927 

.2721 
.2734 

.2747 
.2760 

.3555 
,3568 
.3581 
.3594 

.4388 
.4401 
.4414 
.4427 

? 

.0273 
.0286 
.0299 
0312 

.1107 
.1120 
.1133 
.1146 

.1940 
.1953 
.1966 
.1979 

.2773 
.2786 
.2799 
.2812 

.3607 
.3620 
.3633 
.3646 

.4440 
.4453 
.4466 
.4479 

25. 
^4 

.0326 
.0339 
.0352 
.0365 

.1159 
.1172 
.1185 
.1198 

.1992 
.2005 
.2018 
.2031 

.2826 
.2839 
.2852 
.2865 

.3659 
.3672 
.3685 
.3698 

.4492 
.4505 
.4518 
.4531 

1 

.0378 
.0391 
.0404 
.0417 

.1211 
.1224 
.1237 
.1250 

.2044 
.2057 
.2070 
.2083 

.2878 
.2891 
.2904 
.2917 

.3711 
.3724 
.3737 
.3750 

.4544 
.4557 
.4570 
.4583 

261 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

DECIMALS  OF  A  FOOT  FOB  EACH  &  OF 
AN  INCH. 

Inch. 

6" 

7// 

8" 

9" 

10" 

11" 

0 

.5000 

.5833 

.6667 

.7500 

.8333 

.9167 

1 

.5013 
.5026 
.5039 
.5052 

.5846 
.5859 
.5872 
.5885 

.6680 
.6693 
.6706 
.6719 

.7513 
.7526 
.7539 
.7552 

.8346 
.8359 
.8372 
.8385 

.9180 
.9193 
.9206 
.9219 

! 

.5065 
.5078 
.5091 
.5104 

.5898 
•5911 
.5924 
.5937 

.6732 
.6745 
.6758 
.6771 

.7565 
.7578 
.7591 
.7604 

.8398 
.8411 
.8424 
.8437 

.9232 
.9245 
.9258 
.9271 

A 

A 

.5117 
•5130 
5143 
.5156 

.5951 
.5964 
.5977 
.5990 

.6784 
.6797 
.6810 
.6823 

.7617 
.7630 
.7643 
.7656 

.8451 

.8464 
.8477 
.8490 

-9284 
.9297 
.9310 
.9323 

? 

.5169 
5182 
.5195 
.5208 

.6003 
.6016 
.6029 
.6042 

.6836 
.6849 
.6862 
.6875 

.7669 
.7682 
.7695 
.7708 

.8503 
.8516 
.8529 
.8542 

.9336 
.9349 
.9362 
.9375 

i 
l 

.5221 
.5234 
.5247 
.5260 

.6055 
.6068 
.6081 
.6094 

.6888 
.6901 
.6914 
.6927 

.7721 
.7734 
.7747 
.7760 

.8555 
.8568 
.8581 
.8594 

.9388 
.9401 
.9414 
.9427 

1 

.5273 

.5286 
.5299 
.5312 

.6107 
.6120 
.6133 
.6146 

.6940 
.6953 
.6966 
.6979 

.7773 

.7786 
.7799 
.7812 

.8607 
.8620 
.8633 
.8646 

.9440 
.9453 
.9466 
.9479 

if 

1 

.5326 
.5339 
.5352 
.5365 

.6159 
.6172 
.6185 
.6198 

.6992 
.7005 
.7018 
.7031 

.7826 
.7839 
.7852 
.7865 

.8659 
.8672 
.8685 
.8698 

.9492 
.9505 
.9518 
.9531 

i 

.5378 
.5391 
.5404 
.5417 

.6211 
.6224 
.6237 
.6250 

.7044 
.7057 
.7070 
.7083 

.7878 
.7891 
.7904 
.7917 

.8711 
.8724 
.8737 
.8750 

.9544 
.9557 
.9570 
.9583 

262 

THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

DECIMALS  OF  A  FOOT  FOB  EACH  ^  OF 
AN  INCH. 

Inch. 

0" 

1" 

2" 

3" 

4// 

5" 

A 

.0430 
.0443 
.0456 
.0469 

.1263 
.1276 
.1289 
.1302 

.2096 
.2109 
.2122 
.2135 

.2930 
.2943 
.2956 
.2969 

.3763 
.3776 
.3789 
.3802 

.4596 
.4609 
.4622 
.4635 

11 
if 

i 

.0482 
.0495 
.0508 
.0521 

.1315 
.1328 
.1341 
.1354 

.2148 
.2161 
.2174 
.2188 

.2982 
.2995 
.3008 
.3021 

.3815 
.3828 
.3841 
.3854 

.4648 
.4661 
.4674 
.4688 

1 

.0534 
0547 
.0560 
.0573 

.1367 
.1380 
.1393 
.1406 

.2201 
.2214 
.2227 
.2240 

.3034 
.3047 
.3060 
.3073 

.3867 
.3880 
.3893 
.3903 

.4701 

.4714 
.4727 
.4740 

If 
If 

f 

.0586 
.0599 
.0612 
.0625 

.1419 
.1432 
.1445 
.1458 

.2253 
.2268 
.2279 
.2292 

.3086 
.3099 
.3112 
.3125 

.3919 
.3932 
.3945 
.3958 

.4753 
.4766 
.4779 
.4792 

II 

.0638 
.0651 
.0664 
0677 

.1471 
.1484 
.1497 
.1510 

.2305 
.2318 
.2331 
.2344 

.3138 
.3151 
.3164 
•3177 

.3971 
.3984 
.3997 
.4010 

.4805 
.4818 
.4831 
4844 

? 

0690 
.0703 
.0716 
.0729 

.1523 
.1536 
.1549 
.1562 

.2357 
.2370 
.2383 
.2396 

.3190 
.3203 
.3216 
.3229 

.4023 
.4036 
.4049 
•4062 

.4857 
.4870 
4883 
•4896 

| 

.0742 
.0755 
.0768 
.0781 

.1576 
.1589 
.1602 
.1615 

.2409 
.2422 
.2435 
.2448 

.3242 
.3255 
.326* 
.3281 

.4076 
.4089 
.4102 
.4115 

4909 
.4922 
.4935 
.4948 

l 

.0794 
.0807 
0820 

Ifl28 
.1641 
.1654 

2461 

.2474 
2487 

3294 
.3307 
.3320 

4128 
.4141 
.4154 

.4961 
.4974 
.4987 

263 

______  —^———  • 
THE  CARNEGIE  STEEL  COMPANY,  LIMITED. 

DECIMALS  OF  A  FOOT  FOB  EACH  &  OF 
AN  INCH. 

Inch. 

6" 

7// 

8" 

9" 

10" 

11" 

II 
tf 

i 

.5430 
.5443 
.5456 
.5469 

.6263 
.6276 
.6289 
.6302 

.7096 
.7109 
.7122 
.7135 

.7930 
.7943 
.7956 
.7969 

.8763 
.8776 
.8789 
.8802 

.9596 
.9609 
.9622 
.9635 

37 

1 

.5482 
.5495 
.5508 
.5521 

.6315 
.6328 
6341 
.6354 

.7148 
.7161 
.7174 
.7188 

.7982 
.7995 
.8008 
.8021 

.8815 
.8828 
.8841 
.8854 

.9848 
9661 
.9674 
.9688 

i 

.5534 
.5547 
.5560 
.5573 

.6367 
.6380 
.6393 
.6406 

.7201 
.7214 
.7227 
.7240 

.8034 
.8047 
.8060 
.8073 

.8867 
.8880 
.8893 
.8906 

.9701 
.9714 
.9727 
.9740 

tt 

1 

.5586 
.5599 
.5612 
.5625 

.6419 
.6432 
.6445 
.6458 

.7253 
.7266 
7279 
.7292 

.8086 
.8099 
8112 
.8125 

.8919 
.8932 
.8945 
.8958 

.9753 
.9766 
.9779 
.9792 

|| 

.5638 
.5651 
.5664 
.5677 

.6471 
.6484 
.6497 
.6510 

.7305 
.7318 
7331 
.7344 

.8138 
.8151 
.8164 
.8177 

.8971 
.8984 
.8997 
.9010 

.9805 
.9818 
.9831 
.9844 

F 

.5690 
.5703 
.5716 
.5729 

.6523 
.6536 
.6549 
.6562 

.7357 
.7370 
.7383 
.7396 

.8190 
.8203 
.8216 
.8229 

.9023 
.9036 
.9049 
.9062 

.9857 
.9870 
.9883 
.9896 

1! 

it 

.5742 
.5755 
.5768 
.5781 

.6576 
.6589 
.6602 
.6615 

.7409 
.7422 
.7435 
.7448 

.8242 
.8255 
.8268 
.8281 

.9076 
.9089 
.9102 
9115 

.9909 
.9922 
.9935 
.9948 

it 

« 

.5794 
.5807 
.5820 

.6628 
.6641 
.G654 

.7461 
.7474 
.7487 

.8294 
.8307 
.8320 

.9128 
.9141 
.9154 

.9961 
.9974 
.9987 
l.OOOO 

264 

THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


MENSURATION. 


LENGTH. 

Circumference  of  circle  =  diameter  x  3.1416. 

Diameter  of  circle  =  circumference  X  0.3183. 

Side  of  square  of  equal  periphery  as  circle  =  diameter  X  0.7854. 

Diameter  of  circle  of  equal  periphery  as  square  =  side  X  1.2732. 

Side  of  an  inscribed  square  =  diameter  of  circle  X  0.7071. 

Length  of  arc  =  No.  of  degrees  X  diameter  X  0.008727. 

Circumference  of  circle  whose  diameter  is  1  = 


TT  =  3.14159265. 


log.7r=0.4971499. 
-/  7r=1.772454. 
7:2=9.869604. 


or,  very  nearly,  =  — 


— -=  0.318310. 

7T 


0.101321. 


-±-=0.564190.! 

V      7T 


•|/r2_x2_(r_v) 


I/  C2  ,  C* 

v  =  r  —   '     r2 or,  very  nearly,  =  — — 

4  or 


AREA. 

Triangle  =  base  X  half  perpendicular  hight. 
Parallelogram  =  base  X  perpendicular  hight. 
Trapezoid  =  half  the    sum    of  the  parallel  sides  X   perpen- 
dicular hight. 

Trapezium,  found  by  dividing  into  two  triangles. 
Circle  =  diameter  squared  X  0.7854  ;  or, 

=  circumference  squared  X  0.07958. 
Sector  of  circle  =  length  of  arc  X  half  radius. 


265 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


MENSURATION— Continued. 

Segment   of  circle  =  area   of  sector  less   triangle;    also,   for 


4v 


V2 


c2 


flat  segments  very  nearly  =  — g- 

Side  of  square  of  equal  area  as  circle  =  diameter  X   0.8862 ; 

also,  =  circumference  X  0.2821. 

Diameter  of  circle  of  equal  area  as  square  =  side  X  1.1284. 
Parabola  =  base  X  /^  hight. 

Ellipse  =  long  diameter  X  short  diameter  X  0.7864. 
Regular  polygon  =  sum  of  sides  X  half  perpendicular  distance 

from  center  to  sides. 
Surface  of  cylinder  =  circumference   X  hight  X   area  °f  both 

ends. 

Surface  of  sphere  =  diameter  squared  X  3.1416; 
also,  =  circumference  X  diameter. 
Surface  of  a  right  pyramid  or  cone  =  periphery  or  circumference 

of  base  X  half  slant  hight. 
Surface  of  a  frustrum  of  a  regular  right  pyramid  or  cone  =  sum 

of  peripheries   or   circumferences  of  the  two  ends  X  half 

slant  hight  -f-  area  of  both  ends. 

The  following  formulae  are  used  to  obtain  the  areas  of 
irregular  plane  surfaces  which  are  bounded  by  a  base  line,  "cc," 
and  two  ordinates,  "a"  and  "3,"  as  per  figure. 


The  formulse  are  given  in  the  order  of  their  accuracy,  be- 
ginning with  the  most  accurate. 

The  surface  is  divided  into  any  number  (n)  of  parallel  strips 
having  the  same  widths,  d,  and  whose  middle  ordinates  are 
represented  by  h  h  h h  and  h 

A  123  tt— A          n 


266 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


MENSURATION— Continued. 

(Francke's  rule.) 


I.     Area  =  d  x  ^  h -f-^-(8  a -f  h  — 9  h  )  4---(8b  +  h  — 9h  ] 

(u  2  l'        7z  n— 1      n 


(Poncelet's  rule.) 
III.  Area  =  d  X  ^  h. 

These  formulae  are  more  convenient  for  use  than  Simpson's 
rule,  and  I  and  II  give  generally  and  III  sometimes  more 
accurate  results. 

^  stands  for  sum  of. 

SOLID    CONTENTS. 

Prism,  right  or  oblique,  =  area  of  base  X  perpendicular  hight. 
Cylinder,  right  or  oblique,  =  area  of  section  at  right  angles  to 

sides  X  length  of  side. 
Sphere  =  diameter  cubed  X  0.5236. 

also,  =  surface  X  */(>  diameter. 
Pyramid  or  cone,  right  or  oblique,  regular  or  irregular,  =  area 

of  base  X  /^  perpendicular  hight. 

PRISMOIDAL  FORMULA. 

A  prismoid  is  a  solid  bounded  by  six  plane  surfaces,  only 
two  of  which  are  parallel. 

To  find  the  contents  of  a  prismoid,  add  together  the  areas  of  the 
two  parallel  surfaces  and  four  times  the  area  of  a  section 
taken  midway  between  and  parallel  to  them,  and  multiply 
the  sum  by  */£th  of  the  perpendicular  distance  between  the 
parallel  surfaces. 


267 


THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 


WEIGHTS  AND  MEASURES. 

AVOIRDUPOIS  OR  ORDINARY  COMMERCIAL  WEIGHT. 

UNITED  STATES  AND  BRITISH. 


Ton. 

Owts. 

Pounds. 

Ounces. 

1. 
0.050 

20. 
1. 
0.0089 

2240. 
112. 
1. 
0.0625 

35840. 
1792. 
16. 
1. 

1  pound  =  27.7  cubic  inches  of  distilled  water  at  its  maximum 
density,  (39°  Fahrenheit.) 

LONG   MEASURE. 

UNITED   STATES   AND  BRITISH. 


Miles. 

i: 

0.003125 
0.000568 
0.0001894 
0.0000158 

Rods. 

Yards. 

Feet. 

Inches. 

320. 
1. 
0.1818 
0.0606 
0.005051 

1760. 
5.5 
1. 
0.3333 
0.02778 

5280. 
16.5 
3. 
1, 

0.08333 

63360. 
198. 
36. 
12. 
1. 

The  British  measures  are  shorter  than  those  of  the  U.  S.  by 
about  1  part  in  17230  or  3.677  inches  in  a  mile. 

A  fathom  =  6  feet.  A  Gunter's  surveying  chain  =s  66  feet 
or  4  rods,  80  chains  making  a  mile. 

SQUARE    OR    LAND    MEASURE. 

UNITED  STATES   AND   BRITISH. 


Sq.  Miles. 

Acres. 

Sq.  Rods. 

Sq.  Yards. 

Sq.  Feet. 

Sq.  Inches. 

1. 

640. 
1. 

102400. 
160. 
1. 
0.0331 

3097600. 
4840. 
30.25 
1. 
0.111 

27878400. 
43560. 
272.25 
9.0 
1. 
0.00694 

6272640. 
39204. 
1296. 
144. 
1. 

268 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


WEIGHTS  AND  MEASURES— Continued. 
CUBIC    OR    SOLID    MEASURE. 

UNITED  STATES  AND  BRITISH. 

1728  cubic  inches  =  1  cubic  foot. 

27  cubic  feet  =  1  cubic  yard. 
A  cord  of  wood  =  4'  X  4'  X  8'  =  128  cubic  feet. 
A  perch  of  masonry  =  16.5'  X  1.5'  X  1'  =  24.75  cubic  feet, 
but  is  generally  assumed  at  25  cubic  feet. 

DRY    MEASURE. 

UNITED  STATES  ONLY. 


Struck  Bush 

Pecks. 

Quarts. 

Pints. 

Gallons. 

Cubic  Inch. 

1 

4 
1 

32. 
8. 
1. 
0.5 
4. 

64 
16 

2 
1 
8 

8. 
2. 
0.25 
0.125 
1. 

2150. 
537.6 
67.2 
33.6 

268.8 

A  gallon  of  liquid  measure  =  231  cubic  inches. 

A  heaped  bushel  =  IX  struck  bushels.  The  cone  in  a  heaped 
bushel  must  be  not  less  than  6  inches  high. 

A  barrel  of  U.  S.  hydraulic  cement  =  300  to  310  Ibs.,  usually, 
and  of  genuine  Portland  cement  =  425  Ibs. 

To  reduce  U.  S.  dry  measures  to  British  imperial  of  the  same 
name,  divide  by  1.032. 

NAUTICAL  MEASURE. 

A  nautical  or  sea  mile  is  the  length  of  a  minute  of  longitude 
of  the  earth  at  the  equator  at  the  level  of  the  sea.  It  is  assumed 
ess  6086.07  feet  =  1.152664  statute  or  land  miles  by  the  United 
Stites  Coast  Survey. 

3  nautical  miles  =  1  league. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


COMPARATIVE    TABLE    OF 
UNITED  STATES  AND  FRENCH  MEASURES, 


MEASURES. 

One  grain  =  gramme,  - 

One  pound  avoirdupois  =  kilogramme, 

One  ton  of  2240  Ibs.  =  tonnes, 

One  ton  of  2000  Ibs.  =  tonne,        ... 

One  inch  =  millimetres,          ... 

One  foot  =  metre, 

One  mile  =  kilometres,  - 

One  square  inch  =  square  millimetres, 
One  square  foot  —  square  metre, 
One  acre  =  are  (100  square  metres), 
One  square  mile  =  square  kilometres, 

One  cubic  inch  =  cubic  centimetres, 
One  cubic  foot  =  cubic  metre, 
One  cubic  yard  =  cubic  metre,    - 

One  quart  dry  measure  =  litres, 

One  quart  liquid  or  wine  measure  =  litre, 

One  foot  pound  =  kilogrammetre, 

One  pound  per  foot  =  kilogrammes  per  metre, 

One  thousand  pounds  per  square  inch  =  kilogramme 

per  square  millimetre,  - 

One  pound  per  square   foot  =  kilogrammes  per 

square  metre,  - 


One  pound   per  cubic  foot 
cubic  metre, 


kilogrammes   per 
One  degree  Frhrenheit  =  degree  centigrade, 


No. 

0.0648 
0.4536 
1.0160 
0.9071 

25.400 
0.3048 
1.6094 

645.2 

0.09291 

40.47 

2.590 

16.39 

O.02832 

0.7646 

1.101 
0.9465 

0.1383 

1.488 


0.703 

4.882 

16.02 
0.5556 


27O 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


COMPARATIVE    TABLE    OF 
FRENCH  AND  UNITED  STATES  MEASURES. 


MEASURES.  No. 

One  gramme  =  grains,  -  -  -  15.433 

One  kilogramme  =  pounds  avoirdupois,    -  -         2.2047 
One  tonne  =  tons  of  2240  Ibs.  0.9843 

One  tonne  =  tons  of  2000  Ibs.        -  1.1024 

One  millimetre  =  inch,  -  0.0394 

One  metre  =  feet,  -        3.2807 
Ons  kilometre  =  mile,             -  0.6213 

One  square  millimetre  =  square  inch,        -  -     0.00155 
One  square  metre  =  square  feet,          -             -  10.763 

One  are  (100  square  metres)  =  acres,        -  -     0.02471 
One  square  kilometre  =  square  mile,                -  0.3861 

One  cubic  centimetre  =  cubic  inch,  -  0.06 1O 

One  cubic  metre  or  stere  =  cubic  feet,  -  35.3105 

One  cubic  metre  =  cubic  yards,    -  1.3078 

One  litre  (one  cubic  decimetre)  =  cubic  inches,  61.017 

One  litre  =  quarts,  dry  measure,  -  0.908 

One  litre  =  quarts,  liquid  or  wine  measure,     -  1.0566 

One  kilogrammetre  =.-  foot  pounds,  -  -        7.2331 

One  kilogramme  per  metre  =  pounds  per  foot,  0.6720 

One  kilogramme  per  square  millimetre  =  pounds 

per  square  inch,  -  1422 

One  kilogramme  per  square  metre  =  pounds  per 

square  foot,  -  -  0.2048 

One  kilogramme  per  cubic  metre  =  pounds  per 

cubic  foot,  0.0624 

One  degree  centigrade  =  degrees  Fahrenheit,     -  1.8 


271 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


272 


THE    CARNEGIE    STEEL.    COMPANY,  LIMITED. 


THE  CARNEGIE  STEEL  COMPANY, LIMITED, 

OWNS   AND    OPERATES   THE    FOLLOWING    WORKS: 

Edgar  Thomson  Furnaces,        -       -  Bessemer, 

Lucy  Furnaces,          -  Pittsburgh, 

Edgar  Thomson  Steel  Works,        -  Bessemer, 

Duquesne  Steel  Works,        -  Duquesne, 

Homestead  Steel  Works,         -      -  Munhall, 

Keystone  Bridge  Works,       ...  Pittsburg, 

Upper  Union  Mills,      -  Pittsburg, 

Lower  Union  Mills,         ....  Pittsburg, 

Beaver  Falls  Mills,       -  Beaver  Falls, 

Larimer  Coke  Works,          -       -       -  Larimer, 

Youghiogheny  Coke  Works,    -       -  Douglass, 

Scotia  Ore  Mines,    -----  Benore. 


273 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


—AT  WHICH    ARE   PRODUCED!— 

Armor  Plate, 

Billets  (\y2"  up),  Blooms,  Slabs,  Coke. 

Ferro  Manganese,  Spiegel-eisen,  Pig  Iron. 

Forgings,  such  as  Axles,  Arch  Bars,  Links,  Pins  and  other 
Car  Forgings,  Connecting  Bods,  Crank  Shafts,  Locomo- 
tive Frames,  Eye  Bars. 

Plates  for  Boilers,  Bridges,  Ships  and  Tanks. 

Rails,  (16  to  85  Ibs.  per  yd.). 

Rolled  Structural  Shapes,  such  as  Angles,  Rounds,  Flats, 
Squares,  Ovals,  I-Beams,  Channels,  Bulb  Angles,  Deck 
Beams,  Tees,  Zees,  etc. 

Structural  Work,  such  as  Bridges,  Buildings,  Elevated  Rail- 
roads, Girders,  Columns,  etc. 

Wire,  Wire  Nails  and  Wire  Rods. 

ADDRESS:— 

General  Offices ; 

42-48,  Fifth  Avenue,  Pittsburg, 
or  Sales  Offices ; 

1O,  Marietta  St.,  Atlanta; 

125,  Milk  St.,  Boston; 
45 1 ,  Main  St. ,  Buffalo ; 
2O5,  La  Salle  St.,  Chicago ; 

126,  W.  Fourth  St.,  Cincinnati; 
1O3,  Superior  St.,  Cleveland; 
Peoples  Bank  Building,  Denver ; 
122,  Griswold  St.,  Detroit; 
Guaranty  Building,  Minneapolis ; 
44-46,  Wall  St.,  New  York; 
2O3,  S.  Fourth  St.,  Philadelphia; 
6O4,  Pine  St.,  St.  Louis; 

258,  Market  St.,  San  Francisco. 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


275 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


INDEX. 


PAGE. 

Angles,  areas  of 106 

"  deflection  coefficients  for 7° 

"  lithographs,  bulb 7 

"  «  cover (see  special) 

«  "  equal  legs 14-16 

"  "  obtuse (see  special) 

"  "  safe (see  special) 

"  "  special 24 

"  "  square  root 22-23 

«  "  unequal  legs •  .  .  .  .  17-21 

"  properties  of,  examples  of 93~94 

"  properties,  explanation  of  tables 9l~93 

"  properties  of  bulb 107 

"  "  "  equal  legs 105 

"  "  "  unequal  legs 103-104 

"  radii  of  gyration  of  two  back  to  back  .  .  .  .150-152 

"  rivet  spacing  for  connection 5° 

"  "  "  "  channels  and  connection  .  .  48 

«  "  "  "  I-beams  and  connection  .  .  48 

"  safe  loads  for  bulb 74 

"  "  equal  legs 78 

"  "  unequal  legs,  long  leg  vertical  .  .  79 

«  "  "  «  short  "  "  .  .  80 

"  weights  and  dimensions  of  bulb 35 

"  "  "  cover  ....  (see  special) 

"  «  "  equal  legs  ....  38-39 

«  "  "  obtuse  .  .  .  (see  special) 

"  "  "  safe  ....  (see  special) 

"  «  "  special 39 

<  "  "  square  root  ...  42 

<;  "  "  unequal  legs  .  .  .  40-41 

Arches,  fire -proof,  various  types  of 51 

"  notes  on 59-64 

Areas  and  circumferences  of  circles 225-237 


276 


THE    CAKNEGIE    STEEL    COMPANY,  LIMITED. 


PAGE. 

Areas  of  flat-rolled  bars 191-196 

Bars,  weights  and  areas  of,  square  and  round    ....  203-208 
"     sizes  of,  rounds,  squares,  half  rounds,  ovals,  round 

edge  flats  and  flats 32 

"    rule  for  finding  the  area  given  the  weight,vice  versa         183 

"    weights  of  flat  rolled 197-202 

Beams,  bending  moments  and  deflections  of,  under  va-» 

rious  systems  of  loading 96 

"      examples  of  application  of  tables  on  foundations         125 
"  "  "  "          properties  of    93-94 

«'  "  "  "  safe    loads 

and  spacings 68-69 

"      explanation  of  tables 66-67 

"  "  "       on  properties 91-94 

"      flexure  of  any  cross  section 95 

"      inertia,  moments  of 97~9^ 

"      lithograph  of  deck 6 

"  "  girders 57 

«  "  standard  I  .     • 1-5 

"      method  of  framing 57 

"      properties  of  deck 107 

"  "  standard  I 99 

"      rivet  spacing 4$ 

"      safe  loads  for  deck       74 

"         "     lengths  as  used  in  foundations 126 

"        "     loads  standard   I 71-73 

"         "        "      wooden 186 

"      spacing  of  standard  I,  for  uniform  loads     .    .    .       83-90 

"      special  cases  of  loading 94 

"      standard  I,  as  used  in  foundations 124-126 

"      weights  and  dimensions  of  deck 34 

«  "  "  standard  I    ...  34 

"      wooden,  notes  on 185 

Bolts,  weights  of  round  headed 209 

«  "  square  heads  210 

Brass,  weights  of  sheet 219-220 

Brickwork,  weight  of  walls 65 


277 


THE    CARNEGIE    STEEL,    COMPANY,  LIMITED. 


PAGE. 

Bridge  pin  nuts,  sizes  and  weights 217 

"       trusses,  explanation  of  tables  of  Pratt  and  Whipple  161-162 
"  "      table  of  stresses  for  Pratt  and  Whipple  .  163-165 

Buckled  plates,  explanation  of 157 

"        safe  loads 157-158 

Carnegie  shapes,  general  notes  on 59-64 

"  "       explanation  of  tables  on  properties  of    91-94 

"  "       method  of  increasing  sectional  areas    .  58 

"  "       moments  of  inertia  for 97 

Channels,  deflection  coefficients  for 70 

"          explanation  of  tables  of  properties 9I-94 

"          lithograph  of  car  truck 10 

"  "  standard 8-9 

"  "  unequal  flanges 10 

|;          properties  of  standard -.    .    .  loo 

'•          rivet  spacing 48 

"          safe  loads  for  standard 75~76 

"          weights  and  dimensions  of  car  truck  .    .    .    ,  36 

"  "  "  standard      ...  35 

u  "  "  unequal  flange    .  36 

Checkered  plate (see  miscellaneous) 

Clevis  nuts,  standard 166 

Columns  and  struts 131 

"       areas  and  dimensions  of  cast  iron 154 

of  Z-bar  135,  137,  139,  141,  143,  145,  H7 

"       connections  for  Z-bar    .   • 55~56 

"       dimensions  of  Z-bar  136,  138,  140,  142,  144,  146,  148 
"       example  of  application  of  tables,  Z-bar  ...         134 

'«       explanation  of  tables  on  Z-bar 131-134 

"       lithograph  of  built  sections 53 

4<  "  connections  for   Z-bar     ....      55-56 

"       in  fire-proof  buildings 127-130 

"       rivet  spacing  for  Z-bar (see  dimensions) 

"       safe  loads,  cast  iron 154 

Z-bar  .    .  135,  137,  139,  141,  143,  145,  147 

"       ultimate  strength  of  cast  iron 153 

(<  "  "       wrought  iron 149-150 


278 


THE    CARNEGIE    STEEL    COMPANY,  LIMITED. 


PAGE. 

Columns,  ultimate  strength  of  wooden 184-185 

"       weights  of  cast  iron 154 

"  "          Z-bar  135,  137,-  139,  141,  143,   145,  147 

Connection  angles,  standard,  for  I-beams  and  Channels      49-50 

"  "  «  Z-bars 55-56 

Constructional  details 57 

Copper,  weights  of  sheet 219-220 

Corrugated  flooring,  dimensions  of 155.156 

"  "         notes  on 155 

"  "         safe  loads  and  weights 155-156 

"         sheets,    dimensions  of 1 60 

"  "         notes  on    ...  159 

"         plates,  dimensions  of (see  miscellaneous) 

"  "       lithographs 31 

"  "       properties  of Ill 

"  "        weights  of ......    (see  miscellaneous) 

Cover  angles (see  special  angles) 

Decimal  parts  of  a  foot  for  each  -^  of  an  inch  ....  261-264 

"  "      an  inch  for  each  -^ 260 

Deck  beams (see  beams) 

Deflection  and  bending  moments  of  beams  under  vari- 
ous systems  of  loading 96 

'<         coefficients  for  Carnegie  shapes 70 

"         limit  to  be  allowed  for  plastering 66.67 

Details,  Constructional 57 

Eye  bar  heads,  standard 167 

Expansion,  linear,  of  substance  by  heat 190 

Fire-proof  partitions,  construction  lithographs  of  .    .    .    .51,52,54 

"  "  notes  on 59-64 

Flat  rolled  bars,  areas  of 191-196 

"         *'      plates,  table  of  extreme  length  of     ....  33 

*  <      bars,  weights  of      197-202 

Flexure  of  beams  of  any  cross  sections,  general  formulae  on  95 

Floors,  fire-proof,  lithographs  of 5J-52 

"         general  notes  on 59  64 

"         loads  per  square  foot 63 

Galvanized  sheets,  notes  on 159 


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PAGE. 

Gauge,  American       220 

"         Birmingham       219 

Girders,  dimensions  and  weights  of  beam  box    ....  113-117 
"     dimensions  and  weights  of  riveted  box  and  plate  120-123 

"     examples  of  beam  box 112 

"  "  riveted  box  and  plate     .  .    .  119 

"       explanation  of  tables  of  beam  box 1 12 

"        explanation  of  tables  of  riveted  box  and  plate  .  118—119 

"       in  building,  notes  on 65 

"       lithographs  of  beam  and  riveted 57 

"     safe  loads  for  beam  box 113-117 

"         "        "        "         riveted  box  and  plate  .    .    .  120-123 

Half  tees (see  special  angles) 

Hand  rails (see  special  tees) 

Heads,  standard  eye  bar 167 

Inertia,  moments  of,  for  Carnegie  sections 97 

"  "  for  usual  sections      98 

Logarithms  of  numbers 238-240 

Measures  and  weights,  United  States  and  French,   com- 
parative table  of 270 

"                      "         French  and  United  States,  com- 
parative table  of 271 

Mensuration  265-267 

Methods  of  increasing  sectional  areas  of  structural  shapes  58 

Miscellaneous  notes  on  steel  and  iron 183 

"  shapes,  dimensions  of  trough,  corrugated 

and  checkered 46 

"                 '       lithographs  of  trough,  etc.     ...  31 
"                "      properties  of    trough  and    corru- 
gated plates        in 

"  lt     weights  of 46 

Modulus  of  elasticity  for  eye  bars 187 

"  "  for  steel  and  iron 95 

Moments,  bending,  to  be  allowed  on  pins 173 

<:               "       and  deflection  of  beams  under  vari- 
ous systems  of  loading   ....  96 
"         of  inertia  for  Carnegie  sections 97 


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PAGE. 

Moments  of  inertia  and  resistance  for  usual  sections    .  98 

(see  also  tables  on  properties  of  beams,  channels,  angles,  etc.) 

Nails,  wrought,  sizes  and  weights  of 218 

Notes,  miscellaneous,  on  steel  and  iron 183 

Nuts  and  bolt  heads,  weights  of 210 

"     sizes  and  weights  of  hot  pressed  hexagon  .    ...  212 

'*  "  square 211 

"          "  "         pin 217 

sleeve 216 

"     standard  clevis 166 

Obtuse  angles (see  special) 

Pillars,  wooden,  notes  on 184 

"      table  of  ultimate  strength 184-185 

Pins,  bearing  value  of,  for  one  inch  thickness  of  plate  .  174 

"     bending  moments 173 

Pin-nuts,  sizes  and  weights  of .  217 

Pipe,  size  and  weight  of 221 

"     wrought  iron,  welded  for  gas,  steam  or  water  .    .  221 

Plastering,  limit  of  deflection  to  allow  for 66-67 

Plate,  checkered (see  miscellaneous) 

"     corrugated (see  miscellaneous) 

"      trough (see  miscellaneous) 

"     rectangular,  extreme  lengths  of 33 

Plates (see  flat  rolled  bars) 

Pratt  truss,  explanation  of  table  on  stresses  for    .    .    .    .161-162 

"         "    tables  of  stresses  in 163-165 

Properties (see  beams,  channels,  etc.) 

Radii  of  gyration  for  two  angles  placed  back  to  back  .  150-152 

"         "    usual  sections 98 

(see  also  tables  on  properties  of  beams,  channels,  angles,  etc.) 

Rail,  dimensions  of 46 

"       lithograph  of 26 

"       weight  of 46 

Reciprocals,  squares  and  cubes 250-259 

Rivets  and  pins,  explanation  of  tables  on 171-172 

"     and  round  headed  bolts,  weights  of 209 

"     table  of  bearing  and  shearing  values  of  ....  175-176 


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PAGE. 

Riveting,  conventional  signs  for 168 

Rivet  and  bolt  spacing  through  flanges    of  beams, 

channels  and  angles 48 

"      spacing  for  standard  Z-bars    136,138,140,142,144,146,148 

Roofs,  loads  per  square  foot      59~^4 

"      loads  on  and  notes  for  same      169 

"      notes  on  strains  in  members  of 170 

Round  bars,  and  square,  weights,  areas 

and  circumferences  .........  203-208 

Safe  angles       (see  special) 

"     loads (see  beams,  channels,  angles,  etc.) 

Screws,  wood,  table  of  standard  size  of 217 

Screw  ends  upset,  for  square  and  round  bars    ....  213-214 

"      threads,  Franklin  Institute  standard 215 

"  "         Whitworth    standard 216 

Separators,  cast,  for  I-beams,  lithographs 57 

"  "  "  weights  and  dimensions          47 

Shearing  and  bearing  values  of  rivets 175-176 

Sheets,  iron,  steel,  copper  and  brass,  weights  of    ...  219-220 

Sines,  tangents  and  secants,  table  of  natural 241-249 

Sleeve  nuts,  standard  weights  and  dimensions  of   ...  21 6 

Spacing  of  beams 83-90 

Specifications  for  constructional  cast  iron 180 

"  "  iron 177-178 

"  "  steel 179-180 

"  workmanship 180  182 

Special  angles (see  angles) 

"       loading  of  beams 94 

'        tees (see  tees) 

"       Z-bars (see  Z-bars) 

Spikes,  wrought,  table  of  weights  and  sizes  of    ....  218 

Square  root  angles (see  angles) 

Square  and  round  bars,  weights,  areas  and  circumference  203-208 

Squares,  cubes  and  reciprocals  of  numbers 250-259 

Steel  and  iron,  general  notes  on 183 

Steel,  sheets,  table  of  weights  and  sizes 219-220 

Stresses  on  Pratt  and  Whipple  trusses 163-165 


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PAGE. 

Strength  of  materials 187-189 

"         ultimate,  of  columns,  cast  iron 153 

"  "  "  wrought  iron 149-150 

"  "  wooden  pillars 184-185 

Struts (see  columns) 

Substances,  linear  expansion  of,  by  heat 190 

"  weight  per  cubic  foot  of 222-224 

Tacks,  standard  sizes  of 218 

Tangents,  sines  and  secants,  natural    ...  ...  241-249 

Tees,  lithographs,  equal  legs 25-26 

"  "  half (see  special  angles) 

"  "  special 26 

"  "  unequal  legs 27~3O 

"     properties  of 108-110 

"     safe  loads          81-82 

"     weights  and  dimensions  of,  equal  legs 43 

"  "  "  half .    .    .    (see  special  angles) 

"  "  "  special 46 

"  "  "  unequal  legs    ....      44-45 

Threads,  screw,  Franklin  Institute  standard 215 

««  tl       Whitworth  standard 216 

Tie  rods  for  brick  arches  in  buildings 60 

Timber  beams,  notes  and  tests  on 185 

"  "       safe  loads 186 

"       pillars,  notes  and  tests  on 184 

"  "       ultimate  strength  of 184-185 

Trough  plates,  lithograph (see  miscellaneous) 

"  "       properties  of in 

Tubes,  wrought  iron,  welded,  for  gas,  steam  and  water         221 

Upset  screw  ends 213-214 

Weights  and  measures,  United  States  and  British  .    .    .  268-269 
'•  "  comparative     table    of    United 

States  and  French    .    .    .  270 

"  *'  comparative  table  of  French  and 

United  States 271 

Whipple  truss,  explanation  of  tables  on  stresses  in     .    .  161-162 
"          "      table  on  maximum  stresses  in    ....  163-165 


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PAGE. 

Whitworth  standard  screw  threads 216 

Wooden  beams,  notes  on,  and  table  of  safe  uniform  loads         186 

Wood  screws  .    .  217 

Z-bars,  dimensions  of  special 36 

"  standard 37 

'        lithographs  of  special 13 

"  "  standard 11-12 

"       properties  of 101-102 

"       safe  loads 77 

'*       weights  and  dimensions  of  special 36 

"  "  standard 37 

Z-bar  columns,  areas  of  ....  135,  137, 139, 141,  143, 145,  J47 
"  ''  dimensions  of  136,  138  140,  142,  144,  146,  148 
"  "  examples  of  application  of  tables  ...  134 

"         lt         explanation  of  tables 131-134 

"         "         lithographs,  standard  connection  angles  .       55-56 

11         "  "  bases 54 

4i         "  <l  fire-proofing  for 54 

"         safe  loads   .    .    135,  137,  139,  141,  143,  145,  147 
"         "         weights  of  .    .   135,  137,  139,  141,  143,  I4S»  147 


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OF   CALIFORNIA          LIBRARY   OF   THE    UNIVERSITY   OF   CALIFORN 


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OF   CALIFORNIA          LIBRARY   OF   THE    UNIVERSITY   OF   CALIFORN 


